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HomeMy WebLinkAboutCC - Storm Drainage Calcs Lennon Pointe Subdivision 1515 W Ustick Road Meridian, Idaho 83646 WESTERN CONSULTING GROUP Stormwater Management Report Owner: Mr. Jackson Lane Lane Development LLC PO Box 608 Eagle, ID 83616 Prepared by: Western Consulting Group PLLC 1452 W Bannock Street Boise, Idaho 83702 208-391-3715 Project Manager: Kurt Norrell, PE, PMP Project Engineer: Kurt Norrell, PE, PMP ID PE# 15461 � - adaKtio� Original: April 20, 2023 Lennon Pointe Subdivision WESTERN CONSULTING Stormwater Management Report G R O U P Table of Contents INTRODUCTION AND PURPOSE .......................................................................3 A. BASIN CHARACTERISTICS .........................................................................3 A.1. Project Site........................................................................................3 A.2. Groundwater and Infiltration Rates....................................................3 A.3. Pre- and Post-Development Conditions............................................4 B. STORMWATER MANAGEMENT ..................................................................4 B.1. Public Stormwater Management .......................................................4 8.2. Private Stormwater Management......................................................5 B.3. Stormwater Calculations ...................................................................8 List of Appendices Appendix 1 Stormwater Basin Map Appendix 2 Stormwater Design Calculations Appendix 3 Geotechnical Report & Infiltration Recommendation Page 2 Lennon Pointe Subdivision WESTERN CONSULTING Stormwater Management Report G R O U P INTRODUCTION AND PURPOSE The purpose of this memorandum is to provide stormwater documentation to the Ada County Highway District for the development of the Lennon Pointe Subdivision encompassing the 10.41-acre property located at 1515 West Ustick Road, Meridian, Idaho. The project site lies in the southeast corner of the intersection of North Linder and West Ustick Road in the NW'/4 of Section 1, Township 3N, Range 1 W. The development is characterized as a mixed-use community with residential townhomes, single-family attached and detached, multi-family, and commercial land uses. A description of the development site is provided below. A. BASIN CHARACTERISTICS A.I. Project Site The project site is an existing single-family residence and agricultural pasture. The site will be improved with 61 residential units, 2 commercial lots, and 1.64 acres of open space. Development will include one driveway access each from North Linder and West Ustick Roads, a private street extending through the site, and an extension of the public street that currently terminates at the property on eastern and southern borders. Associated parking lots, utilities, stormwater facilities and landscaping will accompany the development effort. In general, the site drains from the northeast to the southwest. Two sizeable waterways exist on the site. The Kellogg Drain and Creason Lateral traverse the southern portion of the site from east to west and southeast to northwest respectively. The Kellogg Drain is piped upstream and downstream of the project site and will be piped through the project site as a result of the development effort. The Creason Lateral is an open channel upstream and through the project site and piped downstream of the project site. There will not be any impact to the Creason Lateral as a result of the Lennon Pointe Development. The subdivisions to the east and south of the subject property are topographically higher, resulting in drainage to the site. A small irrigation ditch that originates from an irrigation vault in the northeast project site will be piped south to the Kellogg Drain. The southwest half of the site is located within the FEMA floodway and 100-year floodplain. Much of the remainder of the site is within the 500-year floodplain. A.2. Groundwater and Infiltration Rates A geotechnical investigation was performed by Atlas Technical Consultants, LLC (Atlas). The resulting report was prepared by Atlas and dated June 25, 2021 (13211602g). Four test pits were conducted with groundwater depths ranging from 5.3 to 8.4 feet below the ground surface. An addendum to the Atlas Geotechnical investigation was made on November 8, 2021 to present the results of infiltration testing for our test pit locations. Infiltration rates ranged from 0.48 to 2.16 inches per hour. The geotechnical report and addendum are included with this memorandum. Page 3 Lennon Pointe Subdivision WESTERN CONSULTING Stormwater Management Report G R O U P A.3. Pre- and Post-Development Conditions The pre-developed site conditions include single-family residential with gravel driveway, open lawn with sparse trees, open pasture with herbaceous vegetation and a small amount of bare earth. A small amount of impervious area within the existing parcel boundary includes rooftops for the single-family residence and accessory buildings. The post-developed site conditions will be a mixed-use community with residential units, commercial lots, landscaping, and open space. Impervious areas will include rooftops, roadways, sidewalks, parking lots, driveways, and access pathways. Post-development runoff will be managed and infiltrated within the development area. Both public and private facilities have been designed. The post-development runoff coefficients (C) are provided for each basin area on the Stormwater Basin Map (Appendix A) and range from 0.35 to 0.80. In general, a runoff coefficient of 0.70 was selected for commercial and residential lots and is on the higher range of values used for urban neighborhoods and apartment dwellings (areas 1, 5, 7 10-23, an 28). When a higher percentage of the drainage basin consisted of roadways or rooftops, the value was increased to 0.75 (areas 24 and 27) or 0.80 (areas 2-4, 6 and 9). The open space basin (area 25) was assigned a C value of 0.35, a conservative value for playgrounds and parks. B. STORMWATER MANAGEMENT B.I. Public Stormwater Management Stormwater originating from the public road will be managed and infiltrated on-site in one of three underground seepage beds with stormwater chambers (Facility 11, 22, and 28). Seepage beds will be installed in accordance with BMP 20 of the 2017 ACHD stormwater supplement. Stormwater chambers shall be Stormtech® SC- 740 chambers and will be installed in accordance with the manufacturer's specifications. Pre-treatment to the seepage beds will be provided by either a sand and grease trap (ISPWC SD-624) for flows greater than 1.0 cfs or a sediment manhole (ISPWC-SD 611) for flows less than 1.0 cfs. A minimum of 1.0 feet of cover from the top of the seepage bed to the pavement subgrade is provided. A minimum of 3.0 feet of separation between the bottom of the drain rock and groundwater is provided. The dimensions and depth of drain rock vary with each seepage bed and are provided below. A summary of the public stormwater facilities is provided in Table 1. Page 4 Lennon Pointe Subdivision WESTERN CONSULTING Stormwater Management Report GROUP Table 1. Stormwater design information for public facility 11, 22, and 28 including drainage area in acres (area), peak stormwater discharge at the 100-year event (QPEAK) in cubic feet per second (CFS), runoff volume at the 100-year event in cubic feet(CF)and design infiltration rate in inches per hour(in/hr). DESIGN PUBLIC AREA QPEAK RUNOFF VOLUME INFILTRATION FACILITY AC CFS (CF) RATE (IN/HR) 11 0.52 0.94 1,265 0.6 22 0.53 0.96 1 ,289 0.6 28 0.63 1 .15 1 ,541 0.65 Facility 11 is located to the south of West Pebblestone Drive where it enters the subdivision from the east. Facility 11 will have seven (7) Stormtech® SC-740 chambers. Two storm drain inlets (ACHD SD-604A) will convey flow through a 12" HDPP pipe to a sediment manhole (ACHD SD-611) for pre-treatment. The underground seepage bed shall have dimensions of 10 ft W x 51 ft L x 3.5 ft D. Facility 22 is located on the west side of North Zion Road. Facility 22 will have eight (8) Stormtech® SC-740 chambers. Two storm drain inlets (ACHD SD-604A) will convey flow through a 12" HDPP pipe to a sediment manhole (ACHD SD-611) for pre-treatment. The underground seepage bed shall have dimensions of 6.5 ft W x 75 ft L x 3.5 ft D. Where sewer services conflict with the seepage bed, the services will be sleeved through the seepage bed per SD-07 of the 2017 ACHD stormwater design guidelines. Facility 28 is located on the west side of North Zion Road. Facility 28 will have seven (7) Stormtech®SC-740 chambers. Two storm drain inlets (ACHD SD-604A) will convey flow through a 12" HDPP pipe to a sand and grease trap (ISPWC SD- 624) for pre-treatment. The underground seepage bed shall have dimensions of 9 ft W x 62 ft L x 4.5 ft D. Where sewer services conflict with the seepage bed, the services will be sleeved through the seepage bed per SD-07 of the 2017 ACHD stormwater design guidelines. B.2. Private Stormwater Management There are 25 private stormwater management facilities for the Lennon Pointe Subdivision. Three different types of facilities were used and include bioretention swales (ACHD BMP30/IDEQ BMP 18), permeable pavers (ACHD BMP 34/IDEQ BMP 19), and bioretention planters (ACHD BMP 31/IDEQ BMP 21). In general, the private stormwater facilities have small contributing drainage areas to keep the facilities shallow and to distribute infiltration capacity across the site. A summary of the private stormwater facilities is provided in Table 2 and described below. Page 5 Lennon Pointe Subdivision WESTERN CONSULTING Stormwater Management Report G R O U P Table 2. Stormwater design information for private facilities including drainage area in acres (area), peak stormwater discharge at the 100-year event (QPEAK) in cubic feet per second (CFS), runoff volume at the 100-year event in cubic feet(CF) and design infiltration rate in inches per hour(in/hr). DESIGN PRIVATE AREA QPEAK RUNOFF VOLUME INFILTRATION FACILITY (AC) (CFS) (CF) RATE (IN/HR) BIORETENTION SWALES 1 0.40 0.73 979 0.5 2 0.81 1.67 2,237 0.6 12 0.17 0.30 401 0.5 13 0.18 0.33 446 0.5 14 0.12 0.22 289 0.5 15 0.13 0.23 314 0.5 16 0.12 0.22 290 0.5 17 0.12 0.22 291 0.5 18 0.13 0.23 312 0.5 19 0.07 0.12 164 0.5 20 0.07 0.12 160 0.25 21 0.12 0.22 292 0.25 25 0.83 0.75 1,007 0.25 26 0.82 1.41 1,884 0.25 PERMEABLE PAVERS 3 0.58 1.20 1,608 0.5 5 0.36 0.65 866 0.5 8 0.11 0.20 274 0.5 10 0.48 0.86 1,151 0.5 23 0.45 0.81 1,080 0.5 24 0.24 0.46 615 0.5 27 0.08 0.15 202 0.5 BIORETENTION PLANTERS 4 0.10 0.20 267 0.5 6 0.16 0.32 430 0.5 7 0.15 0.31 413 0.5 9 0.12 0.26 345 0.5 Facility 1 and 2 are in the northwest portion of the site on the commercial development lot. Stormwater to facility 1 will be conveyed with a shallow v-ditch to an 8" ADS HDPE pipe that goes under a sidewalk. Stormwater to facility 2 will be conveyed from adjacent parking lots to a shallow inlet with attached walk per ACHD SD-715A. Each facility has a 3:1 side slope. Both facilities 1 and 2 will have 2 feet of bioretention soil media (BSM). No gravel storage layer is required for either facility. Facility 3 is in the northwest portion of the site and consists of permeable pavers on West Pebblestone Lane. The paver length and width are 126 feet and 16 feet respectively for a total area of 2,016 square feet. An aggregate storage layer 2 feet in depth will be installed below the pavers. The entire runoff volume was designed Page 6 Lennon Pointe Subdivision WESTERN CONSULTING Stormwater Management Report G R O U P to be stored within the aggregate storage layer. Permeable pavers shall conform to the design specifications in ACHD BMP 34. Facility 4 and 7 are private bioretention planters with concrete curb opening inlets per ACHD SD-716. The curb surrounding the bioretention planter will be 6-inch vertical curb and gutter per ACHD SD-701. Facility 4 has a surface area of 240 square feet with a depth of 8 inches. Facility 7 has a surface area of 360 square feet with a depth of 8 inches. Both facilities 4 and 7 have 2 feet of BSM and half a foot of drain rock. Inlets to the planters will be SD-715A shallow inlet attached walk per the Construction Drawings. Facility 5, 8, and 10 are in the northeast portion of the site and consist of permeable pavers within private parking areas. Facilities 5 and 10 are 95 foot long by 18 foot wide. The depth of storage stone in facility 5 is 16 inches. The depth of storage stone in facility 10 is 21 inches. Facility 8 is 67 foot long by 6 foot wide with a 21 inches of storage stone. The entire runoff volume was designed to be stored within the aggregate storage layer. Permeable pavers shall conform to the design specifications in ACHD BMP 34. Facility 6 and 9 are bioretention planters in the northeast portion of the site that manage stormwater from private roadways. Stormwater is conveyed from the roadway through shallow inlets with attached walk per ACHD SD-715A. Both facilities 6 and 9 have a surface area of 640 square feet, depth of 6 inches, and 2 feet of BSM. Neither facility requires storage stone. Inlets to the planters will be SD-716 curb opening inlet per the Construction Drawings. Facilities 12 through 21 are private bioretention swales in the center of the site in the common space between townhomes. The swales are meant to be shallow depressions 9 inches deep with 3:1 side slopes, 2 feet of BSM, and a gravel storage layer of varying depth. Gravel storage layer depths are reported in a table on sheet C-3.6 of the Construction Drawings. Facilities 23 and 24 are permeable pavers in the southwestern portion of the site the manage stormwater from private roadways. Facility 23 consists of two private parking areas that are hydraulically connected with a concrete curb channel with 14-inch-wide cast iron grate per detail 6, sheet CD-4.0 of the Construction Drawings. Facility 23 has a surface area of 1 ,714 square feet with 21 inches of gravel storage. Facility 24 has a surface area of 704 square feet with 2.2 feet of gravel storage. The entire runoff volume was designed to be stored within the aggregate storage layer. Permeable pavers shall conform to the design specifications in ACHD BMP 34. Facility 25 and 26 are private bioretention swales in the southwestern portion of the site. Facility 25 is a shallow depression 0.25 feet deep with 3:1 side slopes and 2 feet of BSM. No gravel storage layer is required for either facility. Facility 26 is the largest bioretention swale and has two conveyance inlets, one to the north, Page 7 Lennon Pointe Subdivision WESTERN CONSULTING Stormwater Management Report G R O U P and one to the east. The northern conveyance is from an inlet catch basin for rolled curb and gutter per ACHD SD-604A to an 8" HDPP pipe. The eastern inlet will collect runoff in a 6-inch-wide by 4-inch-deep trench drain with Class D rated cast iron grate installed across the private driveway in the southeast corner of the site. Each section of trench drain will outlet to the bottom with a 4-inch schedule 80 PVC pipe which will key into the top of an 8-inch C900 PVC pipe underdrain. Runoff will then be conveyed to a standard concrete manhole (ACHD SD-611). From the manhole, runoff will be conveyed to the bioretention swale in an 8-inch HDPE pipe. B.3. Stormwater Calculations All stormwater facilities were sized to infiltrate the 100-year design storm. The ACHD Calculation Sheet for Finding Peak Discharge/Volume (Version 10.5, November 2018) based on the Rational Method was used to calculate the 100- year runoff volume and peak discharge for each drainage facility (Appendix 2). The 100-year velocity for storm drain pipes was calculated using FHWA's Hydraulic Toolbox software (version 5.1.4.0, August 9, 2021) using Manning's Equation. Results are provided in Appendix 2. The design infiltration rate used in the calculation is the minimum infiltration rate required to infiltrate 90% of the runoff volume in 48 hours. In all cases, the infiltration test results from the geotechnical report (Atlas No. B211602g, Appendix C) are a minimum of 2 times greater than the design infiltration rate used in the calculations. Seepage beds were designed using the ACHD Calculation Sheet for Sizing Seepage Beds with Optional Chambers. Seepage beds were sized such that the 100-year runoff volume was capable of being stored entirely within the Stormtech® chambers and drain rock layers assuming a 0.4 void ratio for the drain rock. Additionally, peak discharge calculations were also completed for each drop inlet for the 25-year and 100-year design storms using the drainage area to each inlet. The peak discharge of each drop inlet at the two design storms is provided on the Storm Drain plan view sheets (sheet C-3.2 and C-3.4) of the Construction Drawings. Velocities are provided on the facility profiles on sheet C-3.5 of the Construction Drawings. Velocities through the Stormtech® chambers were not calculated because the chambers are installed with no slope. Therefore, the velocity is assumed to be significantly less than the velocity at the inlet of the cambers/outlet of the 18-inch diameter non-perforated pipe based on the chamber's much larger cross-sectional area. Outputs from Hydraulic Toolbox are provided in Appendix 2. Bioretention swales were sized using the ACHD Calculation Sheet for Sizing Bioswales and Borrow Ditches and a modification to this spreadsheet for irregularly shaped swales and swales requiring a gravel storage layer. The volume of irregularly shaped swales was calculated in AutoCAD using the 3D surface. Swales were sized to store the 100-year runoff volume within the swale, BSM, and gravel storage layer. The gravel storage layer depth varies and is reported in the table on sheet C-3.6 of the Construction Drawings. The porosity of the BSM and Page 8 Lennon Pointe Subdivision WESTERN CONSULTING Stormwater Management Report G R O U P drain rock was assumed to be 0.15 and 0.4 respectively. The gravel storage layer will extend to the basin's top of bank. Permeable pavers were sized using the ACHD Calculation Sheet for Permeable Interlocking Concrete Pavers (PICP). The paver joint opening area was assumed to be 0.10. The drain rock layer was assumed to have a porosity of 0.4. For all facilities, the capacity of the paver joints was less than the peak discharge based on the minimum time of concentration, 10 minutes. The entire runoff volume was designed to be stored within the aggregate storage layer. Storage layer depths vary and are reported in the table on sheet C-3.6 of the Construction Drawings. Permeable pavers shall conform to the design specifications in ACHD BMP 34. Bioretention planters were designed based on ACHD BMP 31 and sized to store the 100-year runoff volume in the planter, BSM, and gravel storage layer. The planter depth is measured from the surface of the BSM to the lower of the adjacent sidewalk or curb elevation. The gravel storage layer depth varies and is reported in the table on sheet C-3.6 of the Construction Drawings. For planters with SD- 715A shallow inlets, Hydraulic Toolbox was used to size the stormdrain pipes. Outputs from Hydraulic Toolbox are provided in Appendix 2. Page 9 Lennon Pointe Subdivision WESTERN CONSULTING Stormwater Management Report G R O U P Appendix 1 Stormwater Basin Map Page 10 \ LIST OF STORMWATER FACILTIES J ZD - - - - 1 PRIVATE BIORETENTION SWALE (ACHD BMP 30/IDEQ BMP 18) z �- - - - - - - - - - - - -�� �� �_ �� �_ 2 PRIVATE BIORETENTION SWALE (ACHD BMP 30/IDEQ BMP 18) OV 0 olrl_ I 3 PRIVATE PERMEABLE PAVERS (ACHD BMP 34/IDEQ BMP 19) w 4 PRIVATE BIORETENTION PLANTER (ACHD BMP 31/IDEQ BMP 21) w 7DA 1 i I I i 5 PRIVATE PERMEABLE PAVERS (ACHD BMP 34/IDEQ BMP 19) O 17635 SF AREA 2 I AREA 5 ,,, 1 AREA 10 0.40 AC I 35245 SF 15595 SF 20725 SF I I I I o 6 PRIVATE BIORETENTION PLANTER (ACHD BMP 31/IDEQ BMP 21) C=0.70 0.81 AC 0.36 AC I I 0.48 AC 1 C-0.8�_ C=0.70 C=0.70 1 I- 1 _ _ - _ - 7 PRIVATE BIORETENTION PLANTER (ACHD BMP 31/IDEQ BMP 21) 1 FACILITY 5 (PRIVATE) - - - - - - - - - - - - - - - - - I I - I I I I I FACILITY 10 (PRIVATE) - - 1 i I I I i I 8 PERMEABLE PAVERS (ACHD BMP 34/IDEQ BMP 19) L LL LL L LL LL I 1 L LL LL L LL LL LL L LL LLI L I I AID 9 LL L LL LL LL_LLLL LL L LL L 9 BIORETENTION PLANTER (ACHD BMP 31/IDEQ BMP 21) L LL LL L LL LL LL L LL LL L LL L LL LL L __LL LL LL LL L LL L (� _ _ _ L LL LL L LL LL LL L LL LL L I 5430 SF LL L LL LL L LL LL LL L LL L I U 0 AC LL L LL LL L _LLLL LL L LL L / J + + + + + + + + + + I 10 PERMEABLE PAVERS (ACHD BMP 34/IDEQ BMP 19) 6780 SF/0.16 ACC (PRIVATE) I - - - 11 PUBLIC SEEPAGE BED WITH STORAGE CHAMBERS (ACHD BMP 20)* O � 0 - 12 - 21 PRIVATE BIORETENTION SWALES (IDEQ BMP 18) N 1 I I I + FACILITY (PUBLIC) \ * (D' U CD L _ + LLLLLL LLLL LL _ \ / _ - - - - _ _ 22 PUBLIC SEEPAGE BED WITH STORAGE CHAMBERS (ACHD BMP 20) (D p co AREA3 i • \/+++++ EA ILITY8 /// i z z 5335 S AR A 4 , , , / 1 / 4940 SF/0.11 AC i z 0 1 ��UO SF . / 1 _ (PRIVATE) i _ t 23 PRIVATE PERMEABLE PAVERS (ACHD BMP 34/IDEQ BMP 19) J Q - I 0.5 C' 80 LLLLLLLLLLLLLLLLLLLLLLL LLLL LLLLLLLL _ C 80 _ �' ' �/ / I I I m CwI) LLLLL LLLLLLLLLLLLLLLLL LEE LLLLLLLL - - - - - - / LIT 7 1 24 PRIVATE PERMEABLE PAVERS (ACHD BMP 34/IDEQ BMP 19) z I %LLLLL LLLLLLLLLLLLLLLLL LLL LLLLLLLL FACILITY IVATE= / IVA E) / 1 I I N O I \� EA 7 \� i 1 I 22785 SF AREA 11 ( ) O 25 PRIVATE BIORETENTION SWALE ACHD BMP 30/IDEQ BMP 18 U L co1 3 I �, AREA 12 1 I 0 52 AC z =0.80 7220 SF/0.17 AC 1 C-0.7o i I C=0.70 26 PRIVATE BIORETENTION SWALE (ACHD BMP 30/IDEQ BMP 18) LLI 1 i U) i r i 1 27 PRIVATE PERMEABLE PAVERS (ACHD BMP 34/IDEQ BMP 19) LLI A13 1 I \\ 1 I I 803 AC FACILITY 12 (PRIVATE) I 28 PUBLIC SEEPAGE BED WITH STORAGE CHAMBERS (ACHD BMP 20)** 1 \\ I I 1 \ AREA 14 11 5212 SF/0.12 AC I i * SEDIMENT MANHOLE (ACHD SD-611) AS PRE-TREATMENT BMP El I C-0.70 , w \ 0 1 ~ / IT ` 1 1 ' � 1 I E] 1 ` **SAND AND GREASE TRAP (ISPWC SD-624) AS PRE-TREATMENT BMP o \�� I I I FACILITY 13 (PRIV TE) I I o I \ I AREA 15 FAC LITY" 14 (PRl\7AT� I m \ I I 5630 SF/0.13 AC 1 I \ I AREA 16 I 1 \ I C=0 5223 SF/0.12 AC i A\RJ21 �' PUBLIC FACILITY NARRATIVES AREA 23 ' r C=0.70 23205 SFI 19455 SF0.45 AC \ I o 0.5 AC FACILITY 11 - FACILITY 11 IS AN UNDERGROUND SEEPAGE BED WITH SEVEN (7) STORMTECH SC-740 z FACILITY 15 (PRIV ) ' - 0 C=0.70 i 1 8 0 CHAMBERS. TWO STORMDRAIN INLETS (ACHD SD-604A) WILL CONVEY FLOW THROUGH 0 ' 1 I i FAC LITY 16 (PRIMA-T_E) I I A 12" HDPP PIPE TO A SEDIMENT MANHOLE (ACHD SD-611) FOR PRE-TREATMENT. THE w AREA 17 LLLL i \ 5247 AREA 12 AC AREA Er 18 j F CILI I 2 (PURL UNDERGROUND SEEPAGE BED SHALL HAVE DIMENSIONS OF 10 FT W X 51 FT L X 3.5 FT I ' LLLL \ 1 C-0.70 5617 SF/0.13 AC 1 D AND WILL BE BUILT ACCORDING TO ACHD BMP 20 DETAILS AND NOTES. LLLL I C=0.70 I ' LLLL I 1 \ II o FACILITY 22 - FACILITY 22 IS AN UNDERGROUND SEEPAGE BED WITH EIGHT (8) STORMTECH SC-740 _LLLLLL IL 1 I CHAMBERS. TWO STORMDRAIN INLETS (ACHD SD 604A) WILL CONVEY FLOW THROUGH -LLLLL' -LLLLL I CI (PRIV TE) I o A 12" HDPP PIPE TO A SEDIMENT MANHOLE (ACHD SD-611) FOR PRE-TREATMENT. THE LLLL I E �r FAC LITY 18 (PRIVATE) I \ LLLL 19 ! I UNDERGROUND SEEPAGE BED SHALL HAVE DIMENSIONS OF 6.5 FT W X 75 FT L X 3.5 FT \ LLLL 1 4 SF 2952 7 A I AREA 20 1 I D AND WILL BE BUILT ACCORDING TO ACHD BMP 20 DETAILS AND NOTES. WHERE LLLL I 4 AC C= 2883 SF/0.07 AC I AREA 28 N _ _ F ITY 23 (PRIVATE) LLLL = E 1277 0 SF \ SEWER SERVICES CONFLICT WITH THE SEEPAGE BED, THE SERVICES WILL BE SLEEVED o r \ FA C=0.RI I 6 AC THROUGH THE SEEPAGE BED PER SD-07 OF THE 2017 ACHD STORMWATER DESIGN N 0 � r \ C- .70 GUIDELINES. N LL AREA 21 1 \ 1 o U U Y Y LLLL LLLLL 5265 SF/0.12 AC F CI I1 Y (PU \ \ r�r-----� LLLLL C=0.70 FACILITY 28 - FACILITY 28 IS AN UNDERGROUND SEEPAGE BED WITH SEVEN 7 STORMTECH SC-740 o �C LLL LLLLL \ LITY 21 PRIVATE ( ) O z z Lu > LLL \ \ FAC ( _ ) CHAMBERS. TWO STORMDRAIN INLETS ACHD SD-604A WILL CONVEY FLOW THROUGH Z o \ LL ( ) - w w O Q U) ��62MSRr� L C L 7 w = w \ rrr I LLLL A 12 HDPP PIPE TO A SAND AND GREASE TRAP (ISPWC SD-624) FOR PRE-TREATMENT. a o o Q THE UNDERGROUND SEEPAGE BED SHALL HAVE DIMENSIONS OF 9 FT W X 62 FT L X 4.5 rrrr� CILITY 24 (PRIVATE\ L LL L L FT D AND WILL BE BUILT ACCORDING TO ACHD BMP 20 DETAILS AND NOTES. WHERE r �r� A E - SEWER SERVICES CONFLICT WITH THE SEEPAGE BED, THE SERVICES WILL BE SLEEVED W �0 THROUGH THE SEEPAGE BED PER SD-07 OF THE 2017 ACHD STORMWATER DESIGN 13370� AREA 26. �� ��' 7� � AGILITY 25 (P \ GUIDELINES. �= C=0.75 z /0.39 AC W W Z LEGEND Z Cn Z - O a- Q I r / PUBLIC FACILITY DRAINAGE BASIN BOUNDARY O p m \1 r r----~---- PRIVATE FACILITY DRAINAGE BASIN BOUNDARY z > W W J 4LLLLLLL9LL LLLLLLLLL LLLLLLL PERVIOUS INTERLOCKING CONCRETE PAVERS O m W ~ I � LLLLLLL Q Q -�� \ ACHD BMP 34 Z 77FACILITY 26 PRIVATE) / \ Z II +++++++++ BIO RETENTION PLANTER W ACHD BMP 31 J O BIO RETENTION SWALE ACHD BMP 30 STORMWATER BASIN MAP 0 40 80 CURB OPENING INLET SCALE: 1" = 40' Feet DI ISPWC SD-716 SHEET NO: SHALLOW INLET ATTACHED TO WALK E-1.0 um ACHD SUPPLEMENT TO THE ISPWC SD-715A DATE: 4-10-2023 PAGE NO: 1 OF 1 Lennon Pointe Subdivision WESTERN CONSULTING Stormwater Management Report G R O U P Appendix 2 Stormwater Design Calculations Page 11 ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Calculate Post-Development Flows(for pre-development flows, increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Lennon Pointe, Facility 1 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100-Year or 25-Year With 100-Year Flood Route) 100 4 Enter number of storage facilities (25 max) 12 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin (SF or Acres) SF 17,635 Acres 0.40 6 Determine the Weighted Runoff Coefficient (C) 0.70 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.70 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 User Calculate min 10 Min. Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in hr Business Downtown areas 0.70-0.95 y Calculate the Post-Development peak discharge (QPeak) Qpeak 0.73 cfs Urban neighborhoods 0.50-0.70 Residential 10 Calculate total runoff vol (V) (for sizing primary storage) V 979 ft Single Family 0.35-0.50Multi-family 0.60-0.75 V=CI (Tc=60)Ax3600 Residential (rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I (95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol (95th Percentile=0.60-in x Area x C) Vrr 612 ft' Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters (if applicable) cfs Parks,Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage: Basin Streets Asphalt 0.95 Basin Forebay V 98 ftj Concrete 0.95 Primary Treatment/Storage Basin V 881 W Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor (See BMP 20 Tab) V 979 ft3 Fields: Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 0. Average: 2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE https:Hwcgid.sharepoint.com/sites/WesternConsuItingGroupPLLC/Shared Documents/WCG/Projects/01-22-002 Lennon Pointe Final Design/Design/Calcs/Stormwater Calcs/ACHD_SD_CALCS_Lennon Pt_Facilityl-12.xlsm 4/3/2023, 10:54 AM Version 10.5, November 2018 I Project Name Lennon Pointe- Facility 1- Infiltration basin 2 Enter number of Bioswales/Borrow Ditches (25 max) 1 3 Design Storm 100 Weighted Runoff Coefficient C 0.70 Link to: 4 Area A(Acres) 0.40 acres Approved discharge rate for the given storm (if applicabl 0.00 cfs 5 Design Vol With 0%Sed for Swales V 979 979.00 ft3 6 Length of Swale 1 ft *Calcs not applicable, not a rectangular swale. Modified. 7 Infiltration Window? (Note:infiltration required if Longitudinal Slope<1%) Design Infiltration Rate 0.50 in/hr 8 Infiltration Window Width 826.00 ft 14 Total Swale Capacity Without Driveways 0 985.50 ft3 Volume from CAD 15 Does it Have Capacity? OK Calc Modified to use volume 16 Time to Drain 28.4 hr 90%volume in 48-hours minimum OK ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Calculate Post-Development Flows(for pre-development flows, increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Lennon Pointe, Facility 2 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100-Year or 25-Year With 100-Year Flood Route) 100 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin (SF or Acres) SF 35,245 Acres 0.81 6 Determine the Weighted Runoff Coefficient (C) 0.80 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.80 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 user Calculate min 10 Min. Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients "t 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge (QPeak) Qpeak 1.67 cfs Urban neighborhoods 0.50-0.70 Residential 10 Calculate total runoff vol (V) (for sizing primary storage) V 2,237 ft Single Family 0.35-0.50 Multi-family 0.60-0.75 V=Ci (Tc=60)Ax3600 Residential (rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I (95th percentile=0.60 in) 95th 0.60 in Light areas 0.1so Enter Runoff Reduction Vol (95th Percentile=0.60-in x Area x C) Vrr 1,398 ft' Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters (if applicable) cfs Parks,Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage: Basin Streets Asphalt 0.95 Basin Forebay V 224 ftj Concrete 0.95 Primary Treatment/Storage Basin V 2,013 ftj Brick 0.95 Subsurface Storage Roofs o.95 Volume Without Sediment Factor (See BMP 20 Tab) V 2,237 ftj gavel 0.75 Fields: Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 0. Average: 2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE https:Hwcgid.sharepoint.com/sites/WesternConsuItingGroupPLLC/Shared Documents/WCG/Projects/01-22-002 Lennon Pointe Final Design/Design/Calcs/Stormwater Calcs/ACHD_SD_CALCS_Lennon Pt_Facilityl-12.xlsm 4/3/2023, 10:54 AM Version 10.5, November 2018 ACHD Calculation Sheet for Sizing Bioswales & Borrow Ditches NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. User input in yellow cells. 1 Project Name Lennon Pointe-Facility 2 2 Enter number of Bioswales/Borrow Ditches(25 max) 1 3 Design Storm 100 Weighted Runoff Coefficient C 0.80 Link to: Q,v 4 Area A(Acres) 0.81 acres [Q,V2 QV3 Approved discharge rate for the given storm(if applicable) 0.00 cfs QV4 5 Design Vol With 0%Sed for Swales V 2,237 2150.00 ft3 Qv5 6 Length of Swale 38 ft 7 Infiltration Window?(Note:infiltration required if Longitudinal Slope<1%) Design Infiltration Rate 0.60 in/hr 8 Infiltration Window Width 25.00 ft 9 Set Swale Bottom Width b 25.00 ft 10 Set Swale Top Width 40.00 ft 11 Set Swale Depth y 2.50 ft 12 Swale Side Slopes H:l Sxs 3.00 13 Calculate cross-sectional area AXS 81.25 ftz AXS=y z z+by 14 Total Swale Capacity Without Driveways 3,088 ft3 15 Does it Have Capacity? OK 16 Time to Drain 45.3 hr 90%volume in 48-hours minimum OK Check Swale With Driveways 17 Avg.Driveway Fill Slope in Swale (H/V) 0.00 ft/ft 18 Enter Total Number of Driveways 0 ea 0.0 ft3 Deduct driveway slope 19 Enter Total Length of all Driveways ft 0.0 ft3 Deduct driveway length 20 Lost Swale Length From Trees,etc. ft 0.0 ft3 Deduct other 21 Adjusted Length of Infiltration Area 0.0 ft 22 Excess Capacity=Storage-Deductions-Runoff Volume 937.5 ft3 23 Is Capacity Good? YES 24 Time to Drain 0.0 hr 90%volume in 48-hours minimum OK https:Hwcgid.sharepoint.com/sites/WesternConsultingGroupPLLC/Shared Documents/WCG/Projects/01-22-002 Lennon Pointe Final Design/Design/Calcs/Stormwater CaIcs/ACHD_SD_CALCS_Len non Pt_FaciIityl-12.xlsm 4/9/2023,9:27 AM Version 10.0, May 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Calculate Post-Development Flows(for pre-development flows, increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Lennon Pointe, Facility 3 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100-Year or 25-Year With 100-Year Flood Route) 100 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin (SF or Acres) SF 25,335 Acres 0.58 6 Determine the Weighted Runoff Coefficient (C) 0.80 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.80 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 user Calculate min 10 Min. Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients "t 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge (QPeak) Qpeak 1.20 cfs Urban neighborhoods 0.50-0.70 Residential 10 Calculate total runoff vol (V) (for sizing primary storage) V 1,608 ft Single Family 0.35-0.50 Multi-family 0.60-0.75 V=Ci (Tc=60)Ax3600 Residential (rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I (95th percentile=0.60 in) 95th 0.60 in Light areas 0.1so Enter Runoff Reduction Vol (95th Percentile=0.60-in x Area x C) Vrr 1,005 ft' Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters (if applicable) cfs Parks,Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage: Basin Streets Asphalt 0.95 Basin Forebay V 161 ftj Concrete 0.95 Primary Treatment/Storage Basin V 1,447 ftj Brick 0.95 Subsurface Storage Roofs o.95 Volume Without Sediment Factor (See BMP 20 Tab) V 1,608 ftj gavel Fields: Sandy soil Soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 0. Average: 2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE https:Hwcgid.sharepoint.com/sites/WesternConsuItingGroupPLLC/Shared Documents/WCG/Projects/01-22-002 Lennon Pointe Final Design/Design/Calcs/Stormwater Calcs/ACHD_SD_CALCS_Lennon Pt_Facilityl-12.xlsm 4/3/2023, 10:54 AM Version 10.5, November 2018 ACHD Calculation Sheet for Permeable Interlocking Concrete Pavers (PICP) NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. User input in yellow cells. 1 Project Name Lennon Pointe, Facility 3 Runoff Calculations 1 Design Storm 100 Link to: Q,V 2 Weighted Runoff Coefficient C 0.80 QV2 [Q,v3 3 Area A (Acres) 0.58 acres QV4 4 Approved Discharge Rate (if applicable) 0.00 cfs Q,VS Q,V6 5 Design Volume V 1,608 ft3 Q,V7 Q,V8 Paver&Aggregate Details 6 Enter Total Paver Area Length L 126.00 ft 7 Enter Total Paver Area Width W 16.00 ft 8 Total Paver Area A 2,016 ftz 9 Paver Joint Opening Area per Manf. Spec 0.10 Assume 0.10 10 Depth of Storage Stone 2.00 ft 11 Void Factor of Storage Stone (0.4 Max) 0.40 12 Available Storage in Paver Aggregate VAval 1,613 ft' 13 Does Aggregate Have Storage Capacity?Vavail V YES Infiltration 14 Subgrade Infiltration Rate From Soils Report 0.50 in/hr 15 Time to Infiltrate -hrs Aggregate in/hr 16 Joint Aggregate Infiltration Rate: #8 Stone 500 in/hr #8 Stone 500.00 Peak Discharge 17 Time of Concentration Tc 10 min 18 Peak Q Qstorm 1.20 cfs 19 Capacity of Paver Joints QPeak_Pavers 2.33 cfs 20 https://wcgid.sharepoint.com/sites/WesternConsultingGroupPLLC/Shared Documents/WCG/Projects/01-22-002 Lennon Pointe Final Design/Design/Calcs/Stormwater Calcs/ACHD_SD_CALCS_Len non Pt_Facilityl-12.xlsm 4/3/2023, 10:54 AM Version 10.0, May 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Calculate Post-Development Flows(for pre-development flows, increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Lennon Pointe, Facility 4 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100-Year or 25-Year With 100-Year Flood Route) 100 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin (SF or Acres) SF 4,200 Acres 0.10 6 Determine the Weighted Runoff Coefficient (C) 0.80 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.80 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 user Calculate min 10 Min. Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients "t 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge (QPeak) Qpeak 0.20 cfs Urban neighborhoods 0.50-0.70 Residential 10 Calculate total runoff vol (V) (for sizing primary storage) V 267 ft Single Family 0.35-0.50 Multi-family 0.60-0.75 V=Ci (Tc=60)Ax3600 Residential (rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I (95th percentile=0.60 in) 95th 0.60 in Light areas 0.1so Enter Runoff Reduction Vol (95th Percentile=0.60-in x Area x C) Vrr 167 ft' Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters (if applicable) cfs Parks,Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage: Basin Streets Asphalt 0.95 Basin Forebay V 27 ftj Concrete 0.95 Primary Treatment/Storage Basin V 240 ftj Brick 0.95 Subsurface Storage Roofs o.95 Volume Without Sediment Factor (See BMP 20 Tab) V 267 ftj gavel 0.75 Fields: Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 0. Average: 2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE https:Hwcgid.sharepoint.com/sites/WesternConsuItingGroupPLLC/Shared Documents/WCG/Projects/01-22-002 Lennon Pointe Final Design/Design/Calcs/Stormwater Calcs/ACHD_SD_CALCS_Lennon Pt_Facilityl-12.xlsm 4/3/2023, 10:54 AM Version 10.5, November 2018 I Project Name Lennon Pointe- Facility 4- Bioretention Planter 2 Enter number of Bioswales/Borrow Ditches (25 max) 1 3 Design Storm 100 Weighted Runoff Coefficient C 0.80 Link to: 4 Area A(Acres) 0.10 acres Approved discharge rate for the given storm (if applicabl 0.00 cfs 5 Design Vol With 0%Sed for Swales V 267 267.00 ft3 6 Area of Planter 240 ft2 7 Infiltration Window? (Note:infiltration required if Longitudinal Sloped%) Design Infiltration Rate 0.50 in/hr 8 Infiltration Window Area 240.00 ft2 11 Set Planter Depth y 0.67 ft 14 Total Planter Capacity Above Ground 161 ft3 15 Does it Have Capacity? -*see additional storage below 16 Time to Drain 26.7 hr 90%volume in 48-hours minimum OK Swale Media Storage 17 Depth of BSM 2.00 ft 18 Porosity of BSM 0.15 Additional storage provided in Swale 19 BSM Storage 72.0 ft3 media 20 Depth of Drainrock 0.5 ft 21 Porosity of Drainrock 0.4 22 Drainrock Storage 48.0 ft3 23 Total Storage (Media +Swale) 280.8 24 Is Capacity Good? YES 25 Time to Drain 26.7 hr 90%volume in 48-hours minimum OK ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Calculate Post-Development Flows(for pre-development flows, increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Lennon Pointe, Facility 5 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100-Year or 25-Year With 100-Year Flood Route) 100 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin (SF or Acres) SF 15,595 Acres 0.36 6 Determine the Weighted Runoff Coefficient (C) 0.70 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.70 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 user Calculate min 10 Min. Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients "t 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge (QPeak) Qpeak 0.65 cfs Urban neighborhoods 0.50-0.70 Residential 10 Calculate total runoff vol (V) (for sizing primary storage) V 866 ft Single Family 0.35-0.50 Multi-family 0.60-0.75 V=Ci (Tc=60)Ax3600 Residential (rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I (95th percentile=0.60 in) 95th 0.60 in Light areas 0.1so Enter Runoff Reduction Vol (95th Percentile=0.60-in x Area x C) Vrr 541 ft' Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters (if applicable) cfs Parks,Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage: Basin Streets Asphalt 0.95 Basin Forebay V 87 ftj Concrete 0.95 Primary Treatment/Storage Basin V 779 ftj Brick 0.95 Subsurface Storage Roofs o.95 Volume Without Sediment Factor (See BMP 20 Tab) V 866 ftj gavel Fields: Sandy soil Soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 0. Average: 2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE https:Hwcgid.sharepoint.com/sites/WesternConsuItingGroupPLLC/Shared Documents/WCG/Projects/01-22-002 Lennon Pointe Final Design/Design/Calcs/Stormwater Calcs/ACHD_SD_CALCS_Lennon Pt_Facilityl-12.xlsm 4/3/2023, 10:54 AM Version 10.5, November 2018 ACHD Calculation Sheet for Permeable Interlocking Concrete Pavers (PICP) NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. User input in yellow cells. 1 Project Name Lennon Pointe, Facility 5 Runoff Calculations 1 Design Storm 100 Link to: Q,V 2 Weighted Runoff Coefficient C 0.70 QV2 Q,v3 3 Area A (Acres) 0.36 acres QV4 4 Approved Discharge Rate (if applicable) 0.00 cfs [Q'V5 Q,V6 5 Design Volume V 866 ft3 Q,V7 Q,V8 Paver&Aggregate Details 6 Enter Total Paver Area Length L 18.00 ft 7 Enter Total Paver Area Width W 95.00 ft 8 Total Paver Area A 1,710 ftz 9 Paver Joint Opening Area per Manf. Spec 0.10 Assume 0.10 10 Depth of Storage Stone 1.33 ft 11 Void Factor of Storage Stone (0.4 Max) 0.40 12 Available Storage in Paver Aggregate VAval 910 ft' 13 Does Aggregate Have Storage Capacity?Vavail V YES Infiltration 14 Subgrade Infiltration Rate From Soils Report 0.50 in/hr 15 Time to Infiltrate -hrs Aggregate in/hr 16 Joint Aggregate Infiltration Rate: #8 Stone 500 in/hr #8 Stone 500.00 Peak Discharge 17 Time of Concentration Tc 10 min 18 Peak Q Qstorm 0.65 cfs 19 Capacity of Paver Joints QPeak_Pavers 1.98 cfs 20 https://wcgid.sharepoint.com/sites/WesternConsultingGroupPLLC/Shared Documents/WCG/Projects/01-22-002 Lennon Pointe Final Design/Design/Calcs/Stormwater Calcs/ACHD_SD_CALCS_Len non Pt_Facilityl-12.xlsm 4/3/2023, 10:54 AM Version 10.0, May 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Calculate Post-Development Flows(for pre-development flows, increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Lennon Pointe, Facility 6 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100-Year or 25-Year With 100-Year Flood Route) 100 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin (SF or Acres) SF 6,780 Acres 0.16 6 Determine the Weighted Runoff Coefficient (C) 0.80 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.80 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 user Calculate min 10 Min. Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients "t 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge (QPeak) Qpeak 0.32 cfs Urban neighborhoods 0.50-0.70 Residential 10 Calculate total runoff vol (V) (for sizing primary storage) V 430 ft Single Family 0.35-0.50 Multi-family 0.60-0.75 V=Ci (Tc=60)Ax3600 Residential (rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I (95th percentile=0.60 in) 95th 0.60 in Light areas 0.1so Enter Runoff Reduction Vol (95th Percentile=0.60-in x Area x C) Vrr 269 ft' Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters (if applicable) cfs Parks,Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage: Basin Streets Asphalt 0.95 Basin Forebay V 43 ftj Concrete 0.95 Primary Treatment/Storage Basin V 387 ftj Brick 0.95 Subsurface Storage Roofs o.95 Volume Without Sediment Factor (See BMP 20 Tab) V 430 ftj gavel Fields: Sandy soil Soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 0. Average: 2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE https:Hwcgid.sharepoint.com/sites/WesternConsuItingGroupPLLC/Shared Documents/WCG/Projects/01-22-002 Lennon Pointe Final Design/Design/Calcs/Stormwater Calcs/ACHD_SD_CALCS_Lennon Pt_Facilityl-12.xlsm 4/3/2023, 10:54 AM Version 10.5, November 2018 I Project Name Lennon Pointe- Facility 6 Bioretention Planter 2 Enter number of Bioswales/Borrow Ditches (25 max) 1 3 Design Storm 100 Weighted Runoff Coefficient C 0.80 Link to: 4 Area A(Acres) 0.10 acres Approved discharge rate for the given storm (if applicabl 0.00 cfs 5 Design Vol With 0%Sed for Swales V 430 430.00 ft3 6 Area of Planter 640 ft2 7 Infiltration Window? (Note:infiltration required if Longitudinal Sloped%) Design Infiltration Rate 0.50 in/hr 8 Infiltration Window Area 640.00 ft2 11 Set Planter Depth y 0.50 ft 14 Total Planter Capacity Above Ground 320 ft3 15 Does it Have Capacity? -*see additional storage below 16 Time to Drain 16.1 hr 90%volume in 48-hours minimum OK Swale Media Storage 17 Depth of BSM 2.00 ft 18 Porosity of BSM 0.15 19 BSM Storage 192.0 ft3 Additional storage provided in swale 20 Depth of Drainrock 0 ft media 21 Porosity of Drainrock 0.35 22 Drainrock Storage 0.0 ft3 23 Total Storage (Media +Swale) 512.0 24 Is Capacity Good? YES 25 Time to Drain 16.125 hr 90%volume in 48-hours minimum OK ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. ca cu ate Calculate Post-Development Flows (for pre-development flows, increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Lennon Pointe, Facility 7 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100-Year or 25-Year With 100-Year Flood Route) 100 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin (SF or Acres) SF 6,505 Acres 0.15 6 Determine the Weighted Runoff Coefficient (C) 0.80 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.80 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 user Calculate min 10 Min. Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients "t 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge (QPeak) Qpeak 0.31 cfs Urban neighborhoods 0.50-0.70 Residential 10 Calculate total runoff vol (V) (for sizing primary storage) V 413 ft Single Family 0.35-0.50 Multi-family 0.60-0.75 V=Ci (Tc=60)Ax3600 Residential (rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I (95th percentile=0.60 in) 95th 0.60 in Light areas 0.1so Enter Runoff Reduction Vol (95th Percentile=0.60-in x Area x C) Vrr 258 ft' Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters (if applicable) cfs Parks,Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage: Basin Streets Asphalt 0.95 Basin Forebay V 41 ftj Concrete 0.95 Primary Treatment/Storage Basin V 372 ftj Brick 0.95 Subsurface Storage Roofs o.95 Volume Without Sediment Factor (See BMP 20 Tab) V 413 ftj Gravel Fields: Sandy soil Soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 0. Average: 2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE https:Hwcgid.sharepoint.com/sites/WesternConsuItingGroupPLLC/Shared Documents/WCG/Projects/01-22-002 Lennon Pointe Final Design/Design/Calcs/Stormwater Calcs/ACHD_SD_CALCS_Lennon Pt_Facilityl-12.xlsm 4/3/2023, 10:54 AM Version 10.5, November 2018 I Project Name Lennon Pointe- Facility 7- Bioretention Planter 2 Enter number of Bioswales/Borrow Ditches (25 max) 1 3 Design Storm 100 Weighted Runoff Coefficient C 0.80 Link to: 4 Area A(Acres) 0.15 acres Approved discharge rate for the given storm (if applicabl 0.00 cfs 5 Design Vol With 0%Sed for Swales V 413 ft3 6 Area of Planter 360 ft2 7 Infiltration Window? (Note:infiltration required if Longitudinal Sloped%) Design Infiltration Rate 0.50 in/hr 8 Infiltration Window Area 360.00 ft2 11 Set Planter Depth y 0.67 ft 14 Total Planter Capacity Above Ground 241 ft3 15 Does it Have Capacity? *see additional storage below 16 Time to Drain 27.5 hr 90%volume in 48-hours minimum OK Swale Media Storage 17 Depth of BSM 2.00 ft 18 Porosity of BSM 0.15 Additional storage provided in Swale 19 BSM Storage 108.0 ft3 media 20 Depth of Drainrock 0.5 ft 21 Porosity of Drainrock 0.4 22 Drainrock Storage 72.0 ft3 23 Total Storage (Media +Swale) 421.2 24 Is Capacity Good? YES 25 Time to Drain 27.53333 hr 90%volume in 48-hours minimum OK ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Calculate Post-Development Flows(for pre-development flows, increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Lennon Pointe, Facility 8 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100-Year or 25-Year With 100-Year Flood Route) 100 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin (SF or Acres) SF 4,940 Acres 0.11 6 Determine the Weighted Runoff Coefficient (C) 0.70 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.70 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 user Calculate min 10 Min. Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients "( 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge (QPeak) Qpeak 0.20 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol (V) (for sizing primary storage) V 274 ft Multi-family 0.60-0.75 V=Ci (Tc=60)Ax3600 Residential (rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I (95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol (95th Percentile=0.60-in x Area x C) Vrr 171 ft' Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters (if applicable) cfs Parks, Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage: Basin Streets Asphalt 0.95 Basin Forebay V 27 ftj Concrete 0.95 Primary Treatment/Storage Basin V 247 ftj Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor (See BMP 20 Tab) V 274 ftj Fields: Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 0. Average: 2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE https:Hwcgid.sharepoint.com/sites/WesternConsuItingGroupPLLC/Shared Documents/WCG/Projects/01-22-002 Lennon Pointe Final Design/Design/Calcs/Stormwater Calcs/ACHD_SD_CALCS_Lennon Pt_Facilityl-12.xlsm 4/3/2023, 10:54 AM Version 10.5, November 2018 ACHD Calculation Sheet for Permeable Interlocking Concrete Pavers (PICP) NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. User input in yellow cells. 1 Project Name Lennon Pointe, Facility 8 Runoff Calculations 1 Design Storm 100 Link to: Q,V 2 Weighted Runoff Coefficient C 0.70 QV2 Q,v3 3 Area A (Acres) 0.11 acres QV4 4 Approved Discharge Rate (if applicable) 0.00 cfs Q,VS Q,V6 5 Design Volume V 274 ft3 QV7 fQ,v8 Paver&Aggregate Details 6 Enter Total Paver Area Length L 67.00 ft 7 Enter Total Paver Area Width W 6.00 ft 8 Total Paver Area A 402 ft2 9 Paver Joint Opening Area per Manf. Spec 0.10 Assume 0.10 10 Depth of Storage Stone 1.75 ft 11 Void Factor of Storage Stone (0.4 Max) 0.40 12 Available Storage in Paver Aggregate VAval 281 ft' 13 Does Aggregate Have Storage Capacity?Vavail V YES Infiltration 14 Subgrade Infiltration Rate From Soils Report 0.50 in/hr 15 Time to Infiltrate -hrs Aggregate in/hr 16 Joint Aggregate Infiltration Rate: #8 Stone 500 in/hr #8 Stone 500.00 Peak Discharge 17 Time of Concentration Tc 10 min 18 Peak Q Qstorm 0.20 cfs 19 Capacity of Paver Joints QPeak_Pavers 0.47 cfs 20 https://wcgid.sharepoint.com/sites/WesternConsultingGroupPLLC/Shared Documents/WCG/Projects/01-22-002 Lennon Pointe Final Design/Design/Calcs/Stormwater Calcs/ACHD_SD_CALCS_Len non Pt_Facilityl-12.xlsm 4/3/2023, 10:54 AM Version 10.0, May 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Calculate Post-Development Flows(for pre-development flows, increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Lennon Pointe, Facility 9 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100-Year or 25-Year With 100-Year Flood Route) 100 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin (SF or Acres) SF 5,430 Acres 0.12 6 Determine the Weighted Runoff Coefficient (C) 0.80 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.80 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 user Calculate min 10 Min. Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients "t 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge (QPeak) Qpeak 0.26 cfs Urban neighborhoods 0.50-0.70 Residential 10 Calculate total runoff vol (V) (for sizing primary storage) V 345 ft Single Family 0.35-0.50Multi-family 0.60-0.75 V=Ci (Tc=60)Ax3600 Residential (rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I (95th percentile=0.60 in) 95th 0.60 in Light areas 0.1so Enter Runoff Reduction Vol (95th Percentile=0.60-in x Area x C) Vrr 215 ft' Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters (if applicable) cfs Parks,Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage: Basin Streets Asphalt 0.95 Basin Forebay V 34 ftj Concrete 0.95 Primary Treatment/Storage Basin V 310 ftj Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor (See BMP 20 Tab) V 345 ftj Fields: Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 0. Average: 2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE https:Hwcgid.sharepoint.com/sites/WesternConsuItingGroupPLLC/Shared Documents/WCG/Projects/01-22-002 Lennon Pointe Final Design/Design/Calcs/Stormwater Calcs/ACHD_SD_CALCS_Lennon Pt_Facilityl-12.xlsm 4/3/2023, 10:54 AM Version 10.5, November 2018 I Project Name Lennon Pointe- New Facility 9 2 Enter number of Bioswales/Borrow Ditches (25 max) 1 3 Design Storm 100 Weighted Runoff Coefficient C 0.90 Link to: 4 Area A(Acres) 0.12 acres Approved discharge rate for the given storm (if applicabl 0.00 cfs 5 Design Vol With 0%Sed for Swales V 388 ft3 6 Area of Planter 640 ft2 7 Infiltration Window? (Note:infiltration required if Longitudinal Sloped%) Design Infiltration Rate 0.50 in/hr 8 Infiltration Window Area 640.00 ft2 11 Set Planter Depth y 0.50 ft 14 Total Planter Capacity Above Ground 320 ft3 15 Does it Have Capacity? -*see additional storage below 16 Time to Drain 14.6 hr 90%volume in 48-hours minimum OK Swale Media Storage 17 Depth of BSM 2.00 ft 18 Porosity of BSM 0.15 Additional storage provided in Swale 19 BSM Storage 192.0 ft3 media 20 Depth of Drainrock 0 ft 21 Porosity of Drainrock 0.4 22 Drainrock Storage 0.0 ft3 23 Total Storage (Media +Swale) 512.0 24 Is Capacity Good? YES 25 Time to Drain 14.55 hr 90%volume in 48-hours minimum OK ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Calculate Post-Development Flows(for pre-development flows, increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Lennon Pointe, Facility 10 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100-Year or 25-Year With 100-Year Flood Route) 100 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin (SF or Acres) SF 20,725 Acres 0.48 6 Determine the Weighted Runoff Coefficient (C) 0.70 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.70 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 user Calculate min 10 Min. Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients "t 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge (QPeak) Qpeak 0.86 cfs Urban neighborhoods 0.50-0.70 Residential 10 Calculate total runoff vol (V) (for sizing primary storage) V 1,151 ft Single Family 0.35-0.50 Multi-family 0.60-0.75 V=Ci (Tc=60)Ax3600 Residential (rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I (95th percentile=0.60 in) 95th 0.60 in Light areas 0.1so Enter Runoff Reduction Vol (95th Percentile=0.60-in x Area x C) Vrr 719 ft' Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters (if applicable) cfs Parks,Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage: Basin Streets Asphalt 0.95 Basin Forebay V 115 ftj Concrete 0.95 Primary Treatment/Storage Basin V 1,036 ftj Brick 0.95 Subsurface Storage Roofs o.95 Volume Without Sediment Factor (See BMP 20 Tab) V 1,151 ftj gavel 0.75 Fields: Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 0. Average: 2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE https:Hwcgid.sharepoint.com/sites/WesternConsuItingGroupPLLC/Shared Documents/WCG/Projects/01-22-002 Lennon Pointe Final Design/Design/Calcs/Stormwater Calcs/ACHD_SD_CALCS_Lennon Pt_Facilityl-12.xlsm 4/3/2023, 10:54 AM Version 10.5, November 2018 ACHD Calculation Sheet for Permeable Interlocking Concrete Pavers (PICP) NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. User input in yellow cells. 1 Project Name Lennon Pointe, Facility 10 Runoff Calculations 1 Design Storm 100 Link to: QV6 2 Weighted Runoff Coefficient C 0.70 Q'v7 Qvs 3 Area A (Acres) 0.48 acres Q,V9 4 Approved Discharge Rate (if applicable) 0.00 cfs [Q,vi1 Q,v11 5 Design Volume V 1,151 ft3 QV12 QV TR55 Paver&Aggregate Details 6 Enter Total Paver Area Length L 95.00 ft 7 Enter Total Paver Area Width W 18.00 ft 8 Total Paver Area A 1,710 ft2 9 Paver Joint Opening Area per Manf. Spec 0.10 Assume 0.10 10 Depth of Storage Stone 1.75 ft 11 Void Factor of Storage Stone (0.4 Max) 0.40 12 Available Storage in Paver Aggregate VAval 1,197 ft' 13 Does Aggregate Have Storage Capacity?Vavail V YES Infiltration 14 Subgrade Infiltration Rate From Soils Report 0.60 in/hr 15 Time to Infiltrate -hrs Aggregate in/hr 16 Joint Aggregate Infiltration Rate: #8 Stone 500 in/hr #8 Stone 500.00 Peak Discharge 17 Time of Concentration Tc 10 min 18 Peak Q Qstorm 0.86 cfs 19 Capacity of Paver Joints QPeak_Pavers 1.98 cfs 20 https://wcgid.sharepoint.com/sites/WesternConsultingGroupPLLC/Shared Documents/WCG/Projects/01-22-002 Lennon Pointe Final Design/Design/Calcs/Stormwater Calcs/ACHD_SD_CALCS_Len non Pt_Facilityl-12.xlsm 4/3/2023, 10:54 AM Version 10.0, May 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Calculate Post-Development Flows(for pre-development flows, increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Lennon Pointe, Facility 11(Total) 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100-Year or 25-Year With 100-Year Flood Route) 100 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin (SF or Acres) SF 22,785 Acres 0.52 6 Determine the Weighted Runoff Coefficient (C) 0.70 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.70 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 user Calculate min 10 Min. Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients "t 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge (QPeak) Qpeak 0.94 cfs Urban neighborhoods 0.50-0.70 Residential 10 Calculate total runoff vol (V) (for sizing primary storage) V 1,265 ft Single Family 0.35-0.50 Multi-family 0.60-0.75 V=Ci (Tc=60)Ax3600 Residential (rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I (95th percentile=0.60 in) 95th 0.60 in Light areas 0.1so Enter Runoff Reduction Vol (95th Percentile=0.60-in x Area x C) Vrr 791 ft' Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters (if applicable) cfs Parks,Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage: Basin Streets Asphalt 0.95 Basin Forebay V 127 ftj Concrete 0.95 Primary Treatment/Storage Basin V 1,139 ftj Brick 0.95 Subsurface Storage Roofs o.95 Volume Without Sediment Factor (See BMP 20 Tab) V 1,265 ftj gavel Fields: Sandy soil Soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 0. Average: 2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE https:Hwcgid.sharepoint.com/sites/WesternConsuItingGroupPLLC/Shared Documents/WCG/Projects/01-22-002 Lennon Pointe Final Design/Design/Calcs/Stormwater Calcs/ACHD_SD_CALCS_Lennon Pt_Facilityl-12.xlsm 4/3/2023, 10:54 AM Version 10.5, November 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Lennon Pointe Facility 11,Drop Inlet West 100-year 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 7,297 Acres 0.17 6 Determine the Weighted Runoff Coefficient(C) 0.70 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.70 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 Min. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients N 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in/hr Business Downtown areas 0.70-0.95 y Calculate the Post-Development peak discharge(QPeak) Qpe.k 0.30 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(far sizing primary storage) V 405 ft Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 253 ft' Heavy areas 0.90 Parks,Cemeteries 0.10-0.25 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 41 ft' Concrete 0.95 Primary Treatment/StorageBasin V 365 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 405 ft' Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 0. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE https://wcgid.sharepoint.com/sites/WesternConsultingGroupPLLC/Shared Documents/WCG/Projects/01-22-002 Lennon Pointe Final Design/Design/Calcs/Stormwater Calcs/ACHD_SD_CALCS_Lennon Pt_Facilityl-12.xlsm 4/4/2023,11:28 AM Version 10.5,November 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Lennon Pointe Facility 11,Drop Inlet West 25-year 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 7,297 Acres 0.17 6 Determine the Weighted Runoff Coefficient(C) 0.70 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.70 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 Min. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients N 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 in/hr Business Downtown areas 0.70-0.95 y Calculate the Post-Development peak discharge(QPeak) Qpe.k 0.22 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 291 ft Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 253 ft' Heavy areas 0.90 Parks,Cemeteries 0.10-0.25 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 29 ft' Concrete 0.95 Primary Treatment/StorageBasin V 262 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 291 ft' Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 0. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE https://wcgid.sharepoint.com/sites/WesternConsultingGroupPLLC/Shared Documents/WCG/Projects/01-22-002 Lennon Pointe Final Design/Design/Calcs/Stormwater Calcs/ACHD_SD_CALCS_Lennon Pt_Facilityl-12.xlsm 4/4/2023,11:28 AM Version 10.5,November 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Lennon Pointe Facility 11,Drop Inlet East,100-year 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 15,488 Acres 0.36 6 Determine the Weighted Runoff Coefficient(C) 0.70 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.70 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 Min. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients N 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in/hr Business Downtown areas 0.70-0.95 y Calculate the Post-Development peak discharge(QPeak) Qpe.k 0.64 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(far sizing primary storage) V 860 ft Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 538 ft' Heavy areas 0.90 Parks,Cemeteries 0.10-0.25 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 86 ft' Concrete 0.95 Primary Treatment/StorageBasin V 774 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 860 ft' Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 0. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE https://wcgid.sharepoint.com/sites/WesternConsultingGroupPLLC/Shared Documents/WCG/Projects/01-22-002 Lennon Pointe Final Design/Design/Calcs/Stormwater Calcs/ACHD_SD_CALCS_Lennon Pt_Facilityl-12.xlsm 4/4/2023,11:28 AM Version 10.5,November 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Lennon Pointe Facility 11,Drop Inlet East,25-year 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 15,488 Acres 0.36 6 Determine the Weighted Runoff Coefficient(C) 0.70 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.70 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 Min. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients N 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 in/hr Business Downtown areas 0.70-0.95 y Calculate the Post-Development peak discharge(QPeak) Qpe.k 0.46 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 618 ft Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr S38 ft' Heavy areas 0.90 Parks,Cemeteries 0.10-0.25 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 62 ft' Concrete 0.95 Primary Treatment/StorageBasin V 556 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 618 ft' Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 0. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE https://wcgid.sharepoint.com/sites/WesternConsultingGroupPLLC/Shared Documents/WCG/Projects/01-22-002 Lennon Pointe Final Design/Design/Calcs/Stormwater Calcs/ACHD_SD_CALCS_Lennon Pt_Facilityl-12.xlsm 4/4/2023,11:28 AM Version 10.5,November 2018 ACHD Calculation Sheet for Sizing Seepage Bed With Optional Chambers NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Note this spreadsheet pulls information from the"Peak QV"tab Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Lennon Pointe,Facility 11 2 Enter number of Seepage Beds(25 max) 1 3 Design Storm 100 4 Weighted Runoff Coefficient C 0.70 Link to: QV9 QV70 5 Area A(Acres) 0.52 acres low,i� 6 Approved discharge rate(if applicable) 0.00 cfs QV12 Q V13 7 Is Seepage Bed in Common Lot? Yes V 1,265 ft3 0%Sediment 8 Set Total Design Width of All Drain Rock W 10.0 ft 9 Set Total Design Depth of All Drain Rock D 3.5 ft Rock Only,Do Not Include Filter Sand Depth or Cover 10 Void Ratio of Drain Rock Voids 0.4 0.4 for 1.5"-2"drain rock and 3/4"Chips 11 Design Infiltration Rate(8 in/hr max) Perc 0.60 in/hr 12 Size of WQ Perf Pipe(Perf 180°) Dia pipe 18 in 13 Size of Overflow Perf Pipe(Perfs 3600),READ if Q100>3.3 cfs in 14 Calculate Total Storage per Foot Spf 14.7 ft3/ft 15 Calculate Design Length L 86 51 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 51 ft 17 Variable Infiltration Window W SWW 10.0 ft 18 Time to Drain 44.7 hours 90%volume in 48-hours minimum 19 Length of WQ&Overflow Perf Pipes 51 ft 20 Perf Pipe Checks.Qperf>=Qpeak; where Qperf-CdxAxV(2xgxH) Optional Storage Chambers Note:This assumes chambers are organized in a rectangular layout. 1-StormTech, 1 Type of Chambers SC740 2 Volume to Store V 517 ft3 3 Installed Chamber Width Cw 4.25 ft Installed Chamber Depth Cd 2.50 ft Installed Chamber Height Ch 7.12 ft 4 Chamber Void Factor 5 Chamber Storage Volume,Without Rock,Per Manuf 45.90 ft3/Unit 6 Chamber Storage Volume,With Rock,Per Manuf 74.90 ft3/Unit 7 Total Number of Units Required 7 7 ea 8 Area of Infiltration Aperc 315 ft2 9 Volume Infiltration Vperc 16 ft3/hr 10 Time to Drain 29.5 hours 90%volume in 48-hours minimum https://wcgid.sharepoint.com/sites/WesternConsultingGroupPLLC/Shared Documents/WCG/Projects/01-22-002 Lennon Pointe Final Design/Design/Calcs/Stormwater Calcs/ACHD_SD_CALCS_LennonPt_Facilityl-12.xlsm 4/9/2023,9:23 AM Version 10.0,May 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. ca cu ate Calculate Post-Development Flows (for pre-development flows, increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Lennon Pointe MicroBioretention Facility 12 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100-Year or 25-Year With 100-Year Flood Route) 100 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin (SF or Acres) SF 7,220 Acres 0.17 6 Determine the Weighted Runoff Coefficient (C) 0.70 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.70 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 user Calculate min 10 Min. Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients "t 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge (QPeak) Qpeak 0.30 cfs Urban neighborhoods 0.50-0.70 Residential 10 Calculate total runoff vol (V) (for sizing primary storage) V 401 ft Single Family 0.35-0.50 Multi-family 0.60-0.75 V=Ci (Tc=60)Ax3600 Residential (rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I (95th percentile=0.60 in) 95th 0.60 in Light areas D.so Enter Runoff Reduction Vol (95th Percentile=0.60-in x Area x C) Vrr 251 ft' Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters (if applicable) cfs Parks,Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage: Basin Streets Basin Foreba V 40 ftj Asphalt 0.95 Y Concrete 0.95 Primary Treatment/Storage Basin V 361 ftj Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor (See BMP 20 Tab) V 401 ftj Gravel 0.75 Fields: Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 0. Average: 2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE https:Hwcgid.sharepoint.com/sites/WesternConsuItingGroupPLLC/Shared Documents/WCG/Projects/01-22-002 Lennon Pointe Final Design/Design/Calcs/Stormwater Calcs/ACHD_SD_CALCS_Lennon Pt_Facilityl3-22.xlsm 4/3/2023, 11:22 AM Version 10.5, November 2018 1 Project Name Lennon Pointe- Facility 12 2 Enter number of Bioswales/Borrow Ditches (25 max) 1 3 Design Storm 100 Weighted Runoff Coefficient C 0.70 Link to: 4 Area A(Acres) 0.18 acres Approved discharge rate for the given storm (if applicabl 0.00 cfs 5 Design Vol With 0%Sed for Swales V 401 ft3 6 Area of Microbioretention 397 ft2 7 Infiltration Window Design Infiltration Rate 0.50 in/hr 8 Infiltration Window Area 397.00 ft2 1 Total Bioretention Capacity Above Ground 245 245.00 ft3 *Irregular shape, volume measured in CAD 2 Does it Have Capacity? -*see additional storage below 3 Time to Drain 24.2 hr 90%volume in 48-hours minimum OK Swale Media Storage 4 Depth of BSM 2.00 ft 5 Porosity of BSM 0.15 Additional storage provided in Swale 6 BSM Storage 119.1 ft3 media 7 Depth of Drainrock 0.75 ft 8 Porosity of Drainrock 0.4 9 Drainrock Storage 119.1 ft3 23 Total Storage (Media +Swale) 483.2 24 Is Capacity Good? YES ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Calculate Post-Development Flows(for pre-development flows, increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Lennon Pointe MicroBioretention Facility 13 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100-Year or 25-Year With 100-Year Flood Route) 100 4 Enter number of storage facilities (25 max) 10 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin (SF or Acres) SF 8,030 Acres 0.18 6 Determine the Weighted Runoff Coefficient (C) 0.70 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.70 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 User Calculate min 10 Min. Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in hr Business Downtown areas 0.70-0.95 y Calculate the Post-Development peak discharge (QPeak) Qpeak 0.33 cfs Urban neighborhoods 0.50-0.70 Residential 10 Calculate total runoff vol (V) (for sizing primary storage) V 446 ft Single Family 0.35-0.50Multi-family 0.60-0.75 V=CI (Tc=60)Ax3600 Residential (rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I (95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol (95th Percentile=0.60-in x Area x C) Vrr 279 ft' Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters (if applicable) cfs Parks,Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage: Basin Streets Basin Foreba V 45 W Asphalt 0.95 Y Concrete 0.95 Primary Treatment/Storage Basin V 401 W Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor (See BMP 20 Tab) V 446 ft3 Gravel 0.75 Fields: Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 0. Average: 2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE https:Hwcgid.sharepoint.com/sites/WesternConsuItingGroupPLLC/Shared Documents/WCG/Projects/01-22-002 Lennon Pointe Final Design/Design/Calcs/Stormwater Calcs/ACHD_SD_CALCS_Lennon Pt_Facilityl3-22.xlsm 4/3/2023, 11:22 AM Version 10.5, November 2018 1 Project Name Lennon Pointe- Facility 13 2 Enter number of Bioswales/Borrow Ditches (25 max) 1 3 Design Storm 100 Weighted Runoff Coefficient C 0.70 Link to: 4 Area A(Acres) 0.17 acres Approved discharge rate for the given storm (if applicabl 0.00 cfs 5 Design Vol With 0%Sed for Swales V 446 ft3 6 Area of Microbioretention 414 ft2 7 Infiltration Window Design Infiltration Rate 0.50 in/hr 8 Infiltration Window Area 414.00 ft2 1 Total Bioretention Capacity Above Ground 141 141.00 ft3 *Irregular shape, volume measured in CAD 2 Does it Have Capacity? -*see additional storage below 3 Time to Drain 25.9 hr 90%volume in 48-hours minimum OK Swale Media Storage 4 Depth of BSM 2.00 ft 5 Porosity of BSM 0.15 Additional storage provided in Swale 6 BSM Storage 124.2 ft3 media 7 Depth of Drainrock 1.25 ft 8 Porosity of Drainrock 0.4 9 Drainrock Storage 207.0 ft3 23 Total Storage (Media +Swale) 472.2 24 Is Capacity Good? YES ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Calculate Post-Development Flows(for pre-development flows, increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Lennon Pointe MicroBioretention Facility 14 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100-Year or 25-Year With 100-Year Flood Route) 100 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin (SF or Acres) SF 5,212 Acres 0.12 6 Determine the Weighted Runoff Coefficient (C) 0.70 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.70 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 user Calculate min 10 Min. Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients "t 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge (QPeak) Qpeak 0.22 cfs Urban neighborhoods 0.50-0.70 Residential 10 Calculate total runoff vol (V) (for sizing primary storage) V 289 ft Single Family 0.35-0.50 Multi-family 0.60-0.75 V=Ci (Tc=60)Ax3600 Residential (rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I (95th percentile=0.60 in) 95th 0.60 in Light areas D.so Enter Runoff Reduction Vol (95th Percentile=0.60-in x Area x C) Vrr 181 ft' Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters (if applicable) cfs Parks,Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage: Basin Streets Basin Foreba V 29 ftj Asphalt 0.95 Y Concrete 0.95 Primary Treatment/Storage Basin V 261 ftj Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor (See BMP 20 Tab) V 289 ftj Gravel 0.75 Fields: Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 0. Average: 2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE https:Hwcgid.sharepoint.com/sites/WesternConsuItingGroupPLLC/Shared Documents/WCG/Projects/01-22-002 Lennon Pointe Final Design/Design/Calcs/Stormwater Calcs/ACHD_SD_CALCS_Lennon Pt_Facilityl3-22.xlsm 4/3/2023, 11:22 AM Version 10.5, November 2018 1 Project Name Lennon Pointe- Facility 14 2 Enter number of Bioswales/Borrow Ditches (25 max) 1 3 Design Storm 100 Weighted Runoff Coefficient C 0.70 Link to: 4 Area A(Acres) 0.12 acres Approved discharge rate for the given storm (if applicabl 0.00 cfs 5 Design Vol With 0%Sed for Swales V 289 ft3 6 Area of Microbioretention 264 ft2 7 Infiltration Window Design Infiltration Rate 0.50 in/hr 8 Infiltration Window Area 264.00 ft2 1 Total Bioretention Capacity Above Ground 85 85.00 ft3 *Irregular shape, volume measured in CAD 2 Does it Have Capacity? -*see additional storage below 3 Time to Drain 26.3 hr 90%volume in 48-hours minimum OK Swale Media Storage 4 Depth of BSM 2.00 ft 5 Porosity of BSM 0.15 Additional storage provided in Swale 6 BSM Storage 79.2 ft3 media 7 Depth of Drainrock 1.25 ft 8 Porosity of Drainrock 0.4 9 Drainrock Storage 132.0 ft3 23 Total Storage (Media +Swale) 296.2 24 Is Capacity Good? YES ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Calculate Post-Development Flows(for pre-development flows, increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Lennon Pointe MicroBioretention Facility 15 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100-Year or 25-Year With 100-Year Flood Route) 100 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin (SF or Acres) SF 5,650 Acres 0.13 6 Determine the Weighted Runoff Coefficient (C) 0.70 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.70 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 user Calculate min 10 Min. Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients "t 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge (QPeak) Qpeak 0.23 cfs Urban neighborhoods 0.50-0.70 Residential 10 Calculate total runoff vol (V) (for sizing primary storage) V 314 ft Single Family 0.35-0.50 Multi-family 0.60-0.75 V=Ci (Tc=60)Ax3600 Residential (rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I (95th percentile=0.60 in) 95th 0.60 in Light areas D.so Enter Runoff Reduction Vol (95th Percentile=0.60-in x Area x C) Vrr 196 ft' Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters (if applicable) cfs Parks,Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage: Basin Streets Basin Foreba V 31 ftj Asphalt 0.95 Y Concrete 0.95 Primary Treatment/Storage Basin V 282 ftj Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor (See BMP 20 Tab) V 314 ftj Gravel 0.75 Fields: Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 0. Average: 2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE https:Hwcgid.sharepoint.com/sites/WesternConsuItingGroupPLLC/Shared Documents/WCG/Projects/01-22-002 Lennon Pointe Final Design/Design/Calcs/Stormwater Calcs/ACHD_SD_CALCS_Lennon Pt_Facilityl3-22.xlsm 4/3/2023, 11:22 AM Version 10.5, November 2018 1 Project Name Lennon Pointe- Facility 15 2 Enter number of Bioswales/Borrow Ditches (25 max) 1 3 Design Storm 100 Weighted Runoff Coefficient C 0.70 Link to: 4 Area A(Acres) 0.13 acres Approved discharge rate for the given storm (if applicabl 0.00 cfs 5 Design Vol With 0%Sed for Swales V 314 ft3 6 Area of Microbioretention 327 ft2 7 Infiltration Window Design Infiltration Rate 0.50 in/hr 8 Infiltration Window Area 327.00 ft2 1 Total Bioretention Capacity Above Ground 156 156.00 ft3 *Irregular shape, volume measured in CAD 2 Does it Have Capacity? -*see additional storage below 3 Time to Drain 23.0 hr 90%volume in 48-hours minimum OK Swale Media Storage 4 Depth of BSM 2.00 ft 5 Porosity of BSM 0.15 Additional storage provided in Swale 6 BSM Storage 98.1 ft3 media 7 Depth of Drainrock 0.5 ft 8 Porosity of Drainrock 0.4 9 Drainrock Storage 65.4 ft3 23 Total Storage (Media +Swale) 319.5 24 Is Capacity Good? YES ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Calculate Post-Development Flows(for pre-development flows, increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Lennon Pointe MicroBioretention Facility 16 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100-Year or 25-Year With 100-Year Flood Route) 100 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin (SF or Acres) SF 5,223 Acres 0.12 6 Determine the Weighted Runoff Coefficient (C) 0.70 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.70 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 user Calculate min 10 Min. Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients "t 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge (QPeak) Qpeak 0.22 cfs Urban neighborhoods 0.50-0.70 Residential 10 Calculate total runoff vol (V) (for sizing primary storage) V 290 ft Single Family 0.35-0.50 Multi-family 0.60-0.75 V=Ci (Tc=60)Ax3600 Residential (rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I (95th percentile=0.60 in) 95th 0.60 in Light areas D.so Enter Runoff Reduction Vol (95th Percentile=0.60-in x Area x C) Vrr 181 ft' Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters (if applicable) cfs Parks,Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage: Basin Streets Basin Foreba V 29 ftj Asphalt 0.95 Y Concrete 0.95 Primary Treatment/Storage Basin V 261 ftj Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor (See BMP 20 Tab) V 290 ftj Gravel 0.75 Fields: Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 0. Average: 2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE https:Hwcgid.sharepoint.com/sites/WesternConsuItingGroupPLLC/Shared Documents/WCG/Projects/01-22-002 Lennon Pointe Final Design/Design/Calcs/Stormwater Calcs/ACHD_SD_CALCS_Lennon Pt_Facilityl3-22.xlsm 4/3/2023, 11:22 AM Version 10.5, November 2018 1 Project Name Lennon Pointe- Facility 16 2 Enter number of Bioswales/Borrow Ditches (25 max) 1 3 Design Storm 100 Weighted Runoff Coefficient C 0.70 Link to: 4 Area A(Acres) 0.12 acres Approved discharge rate for the given storm (if applicabl 0.00 cfs 5 Design Vol With 0%Sed for Swales V 290 ft3 6 Area of Microbioretention 287 ft2 7 Infiltration Window Design Infiltration Rate 0.50 in/hr 8 Infiltration Window Area 287.00 ft2 1 Total Bioretention Capacity Above Ground 182 182.00 ft3 *Irregular shape, volume measured in CAD 2 Does it Have Capacity? -*see additional storage below 3 Time to Drain 24.3 hr 90%volume in 48-hours minimum OK Swale Media Storage 4 Depth of BSM 2.00 ft 5 Porosity of BSM 0.15 Additional storage provided in Swale 6 BSM Storage 86.1 ft3 media 7 Depth of Drainrock 0.5 ft 8 Porosity of Drainrock 0.4 9 Drainrock Storage 57.4 ft3 23 Total Storage (Media +Swale) 325.5 24 Is Capacity Good? YES ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Calculate Post-Development Flows(for pre-development flows, increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Lennon Pointe MicroBioretention Facility 17 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100-Year or 25-Year With 100-Year Flood Route) 100 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin (SF or Acres) SF 5,247 Acres 0.12 6 Determine the Weighted Runoff Coefficient (C) 0.70 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.70 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 user Calculate min 10 Min. Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients "t 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge (QPeak) Qpeak 0.22 cfs Urban neighborhoods 0.50-0.70 Residential 10 Calculate total runoff vol (V) (for sizing primary storage) V 291 ft Single Family 0.35-0.50 Multi-family 0.60-0.75 V=Ci (Tc=60)Ax3600 Residential (rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I (95th percentile=0.60 in) 95th 0.60 in Light areas D.so Enter Runoff Reduction Vol (95th Percentile=0.60-in x Area x C) Vrr 182 ft' Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters (if applicable) cfs Parks,Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage: Basin Streets Basin Foreba V 29 ftj Asphalt 0.95 Y Concrete 0.95 Primary Treatment/Storage Basin V 262 ftj Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor (See BMP 20 Tab) V 291 ftj Gravel 0.75 Fields: Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 0. Average: 2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE https:Hwcgid.sharepoint.com/sites/WesternConsuItingGroupPLLC/Shared Documents/WCG/Projects/01-22-002 Lennon Pointe Final Design/Design/Calcs/Stormwater Calcs/ACHD_SD_CALCS_Lennon Pt_Facilityl3-22.xlsm 4/3/2023, 11:22 AM Version 10.5, November 2018 1 Project Name Lennon Pointe- Facility 17 2 Enter number of Bioswales/Borrow Ditches (25 max) 1 3 Design Storm 100 Weighted Runoff Coefficient C 0.70 Link to: 4 Area A(Acres) 0.12 acres Approved discharge rate for the given storm (if applicabl 0.00 cfs 5 Design Vol With 0%Sed for Swales V 291 ft3 6 Area of Microbioretention 288 ft2 7 Infiltration Window Design Infiltration Rate 0.50 in/hr 8 Infiltration Window Area 288.00 ft2 1 Total Bioretention Capacity Above Ground 106 106.00 ft3 *Irregular shape, volume measured in CAD 2 Does it Have Capacity? -*see additional storage below 3 Time to Drain 24.3 hr 90%volume in 48-hours minimum OK Swale Media Storage 4 Depth of BSM 2.00 ft 5 Porosity of BSM 0.15 Additional storage provided in Swale 6 BSM Storage 86.4 ft3 media 7 Depth of Drainrock 1 ft 8 Porosity of Drainrock 0.4 9 Drainrock Storage 115.2 ft3 23 Total Storage (Media +Swale) 307.6 24 Is Capacity Good? YES ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. ca cu ate Calculate Post-Development Flows (for pre-development flows, increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Lennon Pointe MicroBioretention Facility 18 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100-Year or 25-Year With 100-Year Flood Route) 100 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin (SF or Acres) SF 5,617 Acres 0.13 6 Determine the Weighted Runoff Coefficient (C) 0.70 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.70 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 user Calculate min 10 Min. Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients "t 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge (QPeak) Qpeak 0.23 cfs Urban neighborhoods 0.50-0.70 Residential 10 Calculate total runoff vol (V) (for sizing primary storage) V 312 ft Single Family 0.35-0.50 Multi-family 0.60-0.75 V=Ci (Tc=60)Ax3600 Residential (rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I (95th percentile=0.60 in) 95th 0.60 in Light areas D.so Enter Runoff Reduction Vol (95th Percentile=0.60-in x Area x C) Vrr 195 ft' Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters (if applicable) cfs Parks,Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage: Basin Streets Basin Foreba V 31 ftj Asphalt 0.95 Y Concrete 0.95 Primary Treatment/Storage Basin V 281 ftj Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor (See BMP 20 Tab) V 312 ftj Gravel 0.75 Fields: Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 0. Average: 2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE https:Hwcgid.sharepoint.com/sites/WesternConsuItingGroupPLLC/Shared Documents/WCG/Projects/01-22-002 Lennon Pointe Final Design/Design/Calcs/Stormwater Calcs/ACHD_SD_CALCS_Lennon Pt_Facilityl3-22.xlsm 4/3/2023, 11:22 AM Version 10.5, November 2018 1 Project Name Lennon Pointe- Facility 18 2 Enter number of Bioswales/Borrow Ditches (25 max) 1 3 Design Storm 100 Weighted Runoff Coefficient C 0.70 Link to: 4 Area A(Acres) 0.13 acres Approved discharge rate for the given storm (if applicabl 0.00 cfs 5 Design Vol With 0%Sed for Swales V 312 ft3 6 Area of Microbioretention 310 ft2 7 Infiltration Window Design Infiltration Rate 0.50 in/hr 8 Infiltration Window Area 310.00 ft2 1 Total Bioretention Capacity Above Ground 120 120.00 ft3 *Irregular shape, volume measured in CAD 2 Does it Have Capacity? -*see additional storage below 3 Time to Drain 24.2 hr 90%volume in 48-hours minimum OK Swale Media Storage 4 Depth of BSM 2.00 ft 5 Porosity of BSM 0.15 Additional storage provided in Swale 6 BSM Storage 93.0 ft3 media 7 Depth of Drainrock 1 ft 8 Porosity of Drainrock 0.4 9 Drainrock Storage 124.0 ft3 23 Total Storage (Media +Swale) 337.0 24 Is Capacity Good? YES ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Calculate Post-Development Flows(for pre-development flows, increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Lennon Pointe MicroBioretention Facility 19 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100-Year or 25-Year With 100-Year Flood Route) 100 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin (SF or Acres) SF 2,952 Acres 0.07 6 Determine the Weighted Runoff Coefficient (C) 0.70 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.70 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 user Calculate min 10 Min. Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients "t 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge (QPeak) Qpeak 0.12 cfs Urban neighborhoods 0.50-0.70 Residential 10 Calculate total runoff vol (V) (for sizing primary storage) V 164 ft Single Family 0.35-0.50 Multi-family 0.60-0.75 V=Ci (Tc=60)Ax3600 Residential (rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I (95th percentile=0.60 in) 95th 0.60 in Light areas D.so Enter Runoff Reduction Vol (95th Percentile=0.60-in x Area x C) Vrr 102 ft' Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters (if applicable) cfs Parks,Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage: Basin Streets Basin Foreba V 16 ftj Asphalt 0.95 Y Concrete 0.95 Primary Treatment/Storage Basin V 148 ftj Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor (See BMP 20 Tab) V 164 ftj Gravel 0.75 Fields: Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 0. Average: 2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE https:Hwcgid.sharepoint.com/sites/WesternConsuItingGroupPLLC/Shared Documents/WCG/Projects/01-22-002 Lennon Pointe Final Design/Design/Calcs/Stormwater Calcs/ACHD_SD_CALCS_Lennon Pt_Facilityl3-22.xlsm 4/3/2023, 11:22 AM Version 10.5, November 2018 1 Project Name Lennon Pointe- Facility 19 2 Enter number of Bioswales/Borrow Ditches (25 max) 1 3 Design Storm 100 Weighted Runoff Coefficient C 0.70 Link to: 4 Area A(Acres) 0.07 acres Approved discharge rate for the given storm (if applicabl 0.00 cfs 5 Design Vol With 0%Sed for Swales V 164 ft3 6 Area of Microbioretention 140 ft2 7 Infiltration Window Design Infiltration Rate 0.50 in/hr 8 Infiltration Window Area 140.00 ft2 1 Total Bioretention Capacity Above Ground 34 34.00 ft3 *Irregular shape, volume measured in CAD 2 Does it Have Capacity? -*see additional storage below 3 Time to Drain 28.1 hr 90%volume in 48-hours minimum OK Swale Media Storage 4 Depth of BSM 2.00 ft 5 Porosity of BSM 0.15 Additional storage provided in Swale 6 BSM Storage 42.0 ft3 media 7 Depth of Drainrock 1.75 ft 8 Porosity of Drainrock 0.4 9 Drainrock Storage 98.0 ft3 23 Total Storage (Media +Swale) 174.0 24 Is Capacity Good? YES ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Calculate Post-Development Flows(for pre-development flows, increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Lennon Pointe MicroBioretention Facility 20 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100-Year or 25-Year With 100-Year Flood Route) 100 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin (SF or Acres) SF 2,883 Acres 0.07 6 Determine the Weighted Runoff Coefficient (C) 0.70 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.70 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 user Calculate min 10 Min. Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients "t 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge (QPeak) Qpeak 0.12 cfs Urban neighborhoods 0.50-0.70 Residential 10 Calculate total runoff vol (V) (for sizing primary storage) V 160 ft Single Family 0.35-0.50 Multi-family 0.60-0.75 V=Ci (Tc=60)Ax3600 Residential (rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I (95th percentile=0.60 in) 95th 0.60 in Light areas D.so Enter Runoff Reduction Vol (95th Percentile=0.60-in x Area x C) Vrr 100 ft' Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters (if applicable) cfs Parks,Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage: Basin Streets Basin Foreba V 16 ftj Asphalt 0.95 Y Concrete 0.95 Primary Treatment/Storage Basin V 144 ftj Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor (See BMP 20 Tab) V 160 ftj Gravel 0.75 Fields: Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 0. Average: 2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE https:Hwcgid.sharepoint.com/sites/WesternConsuItingGroupPLLC/Shared Documents/WCG/Projects/01-22-002 Lennon Pointe Final Design/Design/Calcs/Stormwater Calcs/ACHD_SD_CALCS_Lennon Pt_Facilityl3-22.xlsm 4/3/2023, 11:22 AM Version 10.5, November 2018 1 Project Name Lennon Pointe- Facility 20 2 Enter number of Bioswales/Borrow Ditches (25 max) 1 3 Design Storm 100 Weighted Runoff Coefficient C 0.70 Link to: 4 Area A(Acres) 0.07 acres Approved discharge rate for the given storm (if applicabl 0.00 cfs 5 Design Vol With 0%Sed for Swales V 160 ft3 6 Area of Microbioretention 169 ft2 7 Infiltration Window Design Infiltration Rate 0.25 in/hr 8 Infiltration Window Area 169.00 ft2 1 Total Bioretention Capacity Above Ground 66 66.00 ft3 *Irregular shape, volume measured in CAD 2 Does it Have Capacity? -*see additional storage below 3 Time to Drain 45.4 hr 90%volume in 48-hours minimum OK Swale Media Storage 4 Depth of BSM 2.00 ft 5 Porosity of BSM 0.15 Additional storage provided in Swale 6 BSM Storage 50.7 ft3 media 7 Depth of Drainrock 0.75 ft 8 Porosity of Drainrock 0.4 9 Drainrock Storage 50.7 ft3 23 Total Storage (Media +Swale) 167.4 24 Is Capacity Good? YES ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Calculate Post-Development Flows(for pre-development flows, increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Lennon Pointe MicroBioretention Facility 21 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100-Year or 25-Year With 100-Year Flood Route) 100 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin (SF or Acres) SF 5,265 Acres 0.12 6 Determine the Weighted Runoff Coefficient (C) 0.70 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.70 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 user Calculate min 10 Min. Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients "t 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge (QPeak) Qpeak 0.22 cfs Urban neighborhoods 0.50-0.70 Residential 10 Calculate total runoff vol (V) (for sizing primary storage) V 292 ft Single Family 0.35-0.50 Multi-family 0.60-0.75 V=Ci (Tc=60)Ax3600 Residential (rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I (95th percentile=0.60 in) 95th 0.60 in Light areas D.so Enter Runoff Reduction Vol (95th Percentile=0.60-in x Area x C) Vrr 183 ft' Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters (if applicable) cfs Parks,Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage: Basin Streets Basin Foreba V 29 ftj Asphalt 0.95 Y Concrete 0.95 Primary Treatment/Storage Basin V 263 ftj Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor (See BMP 20 Tab) V 292 ftj Gravel 0.75 Fields: Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 0. Average: 2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE https:Hwcgid.sharepoint.com/sites/WesternConsuItingGroupPLLC/Shared Documents/WCG/Projects/01-22-002 Lennon Pointe Final Design/Design/Calcs/Stormwater Calcs/ACHD_SD_CALCS_Lennon Pt_Facilityl3-22.xlsm 4/3/2023, 11:22 AM Version 10.5, November 2018 I Project Name Lennon Pointe-Facility 21 2 Enter number of Bioswales/Borrow Ditches (25 max) 1 3 Design Storm 100 Weighted Runoff Coefficient C 0.70 Link to: 4 Area A(Acres) 0.12 acres Approved discharge rate for the given storm (if applicable 0.00 cfs 5 Design Vol With 0%Sed for Swales V 292 ft3 6 Area of Microbioretention 295 ftz 7 Infiltration Window Design Infiltration Rate 0.25 in/hr *infiltration rate is 0.5x 8 Infiltration Window Area 295.00 ftz measured rate 1 Total Bioretention Capacity Above Ground 99 99.00 ft3 *Irregular shape,volume measured in CAD 2 Does it Have Capacity? -*see additional storage below 3 Time to Drain 47.5 hr 90%volume in 48-hours minimum OK Swale Media Storage 4 Depth of BSM 2.00 ft 5 Porosity of BSM 0.15 Additional storage provided in swale 6 BSM Storage 88.5 ft3 media 7 Depth of Drainrock 1 ft 8 Porosity of Drainrock 0.4 9 Drainrock Storage 118.0 ft3 23 Total Storage (Media +Swale) 305.5 24 Is Capacity Good? YES ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Lennon Pointe Facility 22 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 4 Enter number of storage facilities(25 max) 10 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 23,205 Acres 0.53 6 Determine the Weighted Runoff Coefficient(C) 0.70 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 1 0.70 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate to Min. Estimated Runoff Coefficients for Various Surface min - Type of Surface Runoff Coefficients"( 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(QPeak) Qpe.k 0.96 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,289 ft3 Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 805 W Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Parks,cemeteries 0.20-0.25 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 129 ft' concrete 0.95 Primary Treatment/StorageBasin V 1,160 ft' Brick 0.95 Subsurface Storage Roofs 0. Gravel 0.75 5 Volume Without Sediment Factor(See BMP 20 Tab) V 1,289 ft3 Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 0. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE C:\Users\CarolineStanley\Desktop\ACHD_SD_CALCS_Len non Pt_Facility23-30.xlsm 4/4/2023,9:23 AM Version 10.5,November 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Lennon Pointe Facility 22Inlet W,100 year 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 6,010 Acres 0.14 6 Determine the Weighted Runoff Coefficient(C) 0.70 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.70 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 Min. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients N 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in/hr Business Downtown areas 0.70-0.95 y Calculate the Post-Development peak discharge(QPeak) Qpe.k 0.25 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 334 ft Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 209 ft' Heavy areas 0.90 Parks,Cemeteries 0.10-0.25 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 33 ft' Concrete 0.95 Primary Treatment/StorageBasin V 300 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 334 ft' Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 0. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE C:\Users\CarolineStanley\Desktop\ACHD_SD_CALCS_Len non Pt_Facility23-30.xlsm 4/4/2023,11:45 AM Version 10.5,November 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Lennon Pointe Facility 22Inlet W,25 year 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 6,010 Acres 0.14 6 Determine the Weighted Runoff Coefficient(C) 0.70 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.70 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 Min. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients N 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 in/hr Business Downtown areas 0.70-0.95 y Calculate the Post-Development peak discharge(QPeak) Qpe.k 0.18 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 240 ft Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 209 ft' Heavy areas 0.90 Parks,Cemeteries 0.10-0.25 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 24 ft' Concrete 0.95 Primary Treatment/StorageBasin V 216 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 240 ft' Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 0. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE C:\Users\CarolineStanley\Desktop\ACHD_SD_CALCS_Len non Pt_Facility23-30.xlsm 4/4/2023,11:45 AM Version 10.5,November 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Lennon Pointe Facility 22 Inlet E,100 year 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 17,195 Acres 0.39 6 Determine the Weighted Runoff Coefficient(C) 0.70 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.70 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 Min. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients N 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in/hr Business Downtown areas 0.70-0.95 y Calculate the Post-Development peak discharge(QPeak) Qpe.k 0.71 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 955 ft Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr S97 ft' Heavy areas 0.90 Parks,Cemeteries 0.10-0.25 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 95 ft' Concrete 0.95 Primary Treatment/StorageBasin V 859 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 955 ft' Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 0. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE C:\Users\CarolineStanley\Desktop\ACHD_SD_CALCS_Len non Pt_Facility23-30.xlsm 4/4/2023,11:45 AM Version 10.5,November 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Lennon Pointe Facility 22 Inlet E,25 year 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 17,195 Acres 0.39 6 Determine the Weighted Runoff Coefficient(C) 0.70 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.70 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 Min. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients N 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 in/hr Business Downtown areas 0.70-0.95 y Calculate the Post-Development peak discharge(QPeak) Qpe.k 0.51 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 686 ft Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 597 ft' Heavy areas 0.90 Parks,Cemeteries 0.10-0.25 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 69 ft' Concrete 0.95 Primary Treatment/StorageBasin V 618 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 686 ft' Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 0. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE C:\Users\CarolineStanley\Desktop\ACHD_SD_CALCS_Len non Pt_Facility23-30.xlsm 4/4/2023,11:45 AM Version 10.5,November 2018 ACHD Calculation Sheet for Sizing Seepage Bed With Optional Chambers NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Note this spreadsheet pulls information from the"Peak QV"tab Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Lennon Pointe Facility 22 2 Enter number of Seepage Beds(25 max) 3 3 Design Storm 100 4 Weighted Runoff Coefficient C 0.70 Link to: QV QV2 5 Area A(Acres) 0.53 acres QV3 6 Approved discharge rate(if applicable) 0.00 cfs QV4 VS 7 Is Seepage Bed in Common Lot? Yes V 1,289 ft3 0%Sediment 8 Set Total Design Width of All Drain Rock W 6.5 ft 9 Set Total Design Depth of All Drain Rock D 3.5 ft Rock Only,Do Not Include Filter Sand Depth or Cover 10 Void Ratio of Drain Rock Voids 0.4 0.4 for 1.5"-2"drain rock and 3/4"Chips 11 Design Infiltration Rate(8 in/hr max) Perc 0.60 in/hr 12 Size of WQ Perf Pipe(Perf 180°) Dia pipe 18 in 13 Size of Overflow Perf Pipe(Perfs 3600),READ if Q100>3.3 cfs in 14 Calculate Total Storage per Foot Spf 9.6 ft3/ft 15 Calculate Design Length L 134 75 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 75 ft 17 Variable Infiltration Window W SWW 6.5 ft 18 Time to Drain 47.6 hours 90%volume in 48-hours minimum 19 Length of WQ&Overflow Perf Pipes 75 ft 20 Perf Pipe Checks.Qperf>=Qpeak; where Qperf-CdxAxV(2xgxH) Optional Storage Chambers Note:This assumes chambers are organized in a rectangular layout. 1-StormTech, 1 Type of Chambers SC740 2 Volume to Store V 569 ft3 3 Installed Chamber Width Cw 4.25 ft Installed Chamber Depth Cd 2.50 ft Installed Chamber Height Ch 7.12 ft 4 Chamber Void Factor 5 Chamber Storage Volume,Without Rock,Per Manuf 45.90 ft3/Unit 6 Chamber Storage Volume,With Rock,Per Manuf 74.90 ft3/Unit 7 Total Number of Units Required 8 8 ea 8 Area of Infiltration Aperc 275 ft2 9 Volume Infiltration Vperc 14 ft3/hr 10 Time to Drain 37.2 hours 90%volume in 48-hours minimum https://wcgid.sharepoint.com/sites/WesternConsultingGroupPLLC/Shared Documents/WCG/Projects/01-22-002 Lennon Pointe Final Design/Design/Calcs/Stormwater Calcs/ACHD_SD_CALCS_LennonPt_Facility23-30.xlsm 4/9/2023,9:40 AM Version 10.0,May 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Lennon Pointe Facility 23 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 19,455 Acres 0.45 6 Determine the Weighted Runoff Coefficient(C) 0.70 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.70 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 Min. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients N 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in/hr Business Downtown areas 0.70-0.95 y Calculate the Post-Development peak discharge(QPeak) Qpe.k 0.81 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,080 930 ft Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 675 ft' Heavy areas 0.90 Parks,Cemeteries 0.10-0.25 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 93 ft' Concrete 0.95 Primary Treatment/StorageBasin V 837 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 1,080 ft' Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 0. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE C:\Users\CarolineStanley\Desktop\ACHD_SD_CALCS_Len non Pt_Facility23-30.xlsm 4/4/2023,9:23 AM Version 10.5,November 2018 ACHD Calculation Sheet for Permeable Interlocking Concrete Pavers (PICP) NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. User input in yellow cells. 1 Project Name Lennon Pointe Facility 23 Runoff Calculations 1 Design Storm 100 Link to: QV 2 Weighted Runoff Coefficient C 0.70 Q,V2� QV3 3 Area A(Acres) 0.45 acres Q,V4 0.00 cfs QV5 4 Approved Discharge Rate(if applicable) Q,v6 5 Design Volume V 1,080 ft3 Q V8 Q,vs Paver&Aggregate Details 6 Enter Total Paver Area Length L 91.00 ft 7 Enter Total Paver Area Width W 18.83 ft 8 Total Paver Area A 1,714 ft2 9 Paver Joint Opening Area per Manf.Spec 0.10 Assume 0.10 10 Depth of Storage Stone 1.75 ft 11 Void Factor of Storage Stone(0.4 Max) 0.40 12 Available Storage in Paver Aggregate VAvaii 1,199 ft3 13 Does Aggregate Have Storage Capacity?Vavail V YES Infiltration 14 Subgrade Infiltration Rate From Soils Report 0.48 in/hr 15 Time to Infiltrate -hrs Aggregate in/hr 16 Joint Aggregate Infiltration Rate:#8 Stone 500 in/hr #8 Stone 500.00 Peak Discharge 17 Time of Concentration Tc 10 min 18 Peak Q Qstorm 0.81 cfs 19 Capacity of Paver Joints QPeak_Pavers 1.98 cfs 20 C:\Users\CarolineStanley\Desktop\ACHD_SD_CALCS_Len non Pt_Facility23-30.xlsm 4/4/2023,9:23 AM Version 10.0,May 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Lennon Pointe Facility 24 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 10,343 Acres 0.24 6 Determine the Weighted Runoff Coefficient(C) 0.75 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.75 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 Min. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients N 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in/hr Business Downtown areas 0.70-0.95 y Calculate the Post-Development peak discharge(QPeak) Qpe.k 0.46 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 615 ft Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 385 ft' Heavy areas 0.90 Parks,Cemeteries 0.10-0.25 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 62 ft' Concrete 0.95 Primary Treatment/StorageBasin V 554 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 615 ft' Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 0. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE C:\Users\CarolineStanley\Desktop\ACHD_SD_CALCS_Len non Pt_Facility23-30.xlsm 4/4/2023,9:23 AM Version 10.5,November 2018 ACHD Calculation Sheet for Permeable Interlocking Concrete Pavers (PICP) NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. User input in yellow cells. 1 Project Name Lennon Pointe Facility 24 Runoff Calculations 1 Design Storm 100 Link to: QV 2 Weighted Runoff Coefficient C 0.75 Q,V2 Q,V3� 3 Area A(Acres) 0.24 acres Q,V4 0.00 cfs QV5 4 Approved Discharge Rate(if applicable) Q,v6 5 Design Volume V 615 ft3 QV7 QV8 Paver&Aggregate Details 6 Enter Total Paver Area Length L 32.00 ft 7 Enter Total Paver Area Width W 22.00 ft 8 Total Paver Area A 704 ft2 9 Paver Joint Opening Area per Manf.Spec 0.10 Assume 0.10 10 Depth of Storage Stone 2.20 ft 11 Void Factor of Storage Stone(0.4 Max) 0.40 12 Available Storage in Paver Aggregate VAvaii 620 ftj 13 Does Aggregate Have Storage Capacity?Vavail V YES Infiltration 14 Subgrade Infiltration Rate From Soils Report 0.48 in/hr 15 Time to Infiltrate -hrs Aggregate in/hr 16 Joint Aggregate Infiltration Rate:#8 Stone 500 in/hr #8 Stone 500.00 Peak Discharge 17 Time of Concentration Tc 10 min 18 Peak Q Qstorm 0.46 cfs 19 Capacity of Paver Joints QPeak_Pavers 0.81 cfs 20 C:\Users\CarolineStanley\Desktop\ACHD_SD_CALCS_Len non Pt_Facility23-30.xlsm 4/4/2023,9:23 AM Version 10.0,May 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Lennon Pointe Facility 25 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 36,270 Acres 0.83 6 Determine the Weighted Runoff Coefficient(C) 0.35 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.35 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User calculate min 10 Min. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients N 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in/hr Business Downtown areas 0.70-0.95 y Calculate the Post-Development peak discharge(QPeak) Qpe.k 0.75 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,007 ft Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 629 ft' Heavy areas 0.90 Parks,Cemeteries 0.10-0.25 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 101 ft' Concrete 0.95 Primary Treatment/StorageBasin V 906 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 1,007 ft' Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 0. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE C:\Users\CarolineStanley\Desktop\ACHD_SD_CALCS_Len non Pt_Facility23-30.xlsm 4/4/2023,9:23 AM Version 10.5,November 2018 1 Project Name Lennon Pointe-Facility 25 2 Enter number of Bioswales/Borrow Ditches(25 max) 1 3 Design Storm 100 Weighted Runoff Coefficient C 0.35 Link to: 4 Area A(Acres) 0.83 acres Approved discharge rate for the given storm(if applicabl 0.00 cfs 5 Design Vol With 0%Sed for Swales V 1,007 ft3 6 Area of Microbioretention 3,670 ft2 7 Infiltration Window Design Infiltration Rate 0.25 in/hr 8 Infiltration Window Area 3670.00 ftz 1 Total Bioretention Capacity Above Ground 2,750 2750.00 ft3 *Irregular shape,volume measured in CAD 2 Does it Have Capacity? OK I 3 Time to Drain 13.2 hr 90%volume in 48-hours minimum OK Swale Media Storage 4 Depth of BSM 0.00 ft 5 Porosity of BSM 0.15 Additional storage provided in swale 6 BSM Storage 0.0 ft3 media 7 Depth of Drainrock 0 ft 8 Porosity of Drainrock 0.4 9 Drainrock Storage 0.0 ft3 23 Total Storage(Media+Swale) 2,750.0 24 Is Capacity Good? YES ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Lennon Pointe Facility 26 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 13,370 5,630 16,790 Acres 0.82 6 Determine the Weighted Runoff Coefficient(C) 0.75 0.35 0.70 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.66 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 Min. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients N 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in/hr Business Downtown areas 0.70-0.95 y Calculate the Post-Development peak discharge(QPeak) Qpe.k 1.41 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,884 ft Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 1,178 ft' Heavy areas 0.90 Parks,Cemeteries 0.10-0.25 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 188 ft' Concrete 0.95 Primary Treatment/StorageBasin V 1,696 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 1,884 ft' Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 0. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE C:\Users\CarolineStanley\Desktop\ACHD_SD_CALCS_Len non Pt_Facility23-30.xlsm 4/4/2023,9:23 AM Version 10.5,November 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology.These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. rge Rate using th r post-developm Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Lennon Pointe Facility 26.1 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 13,370 Acres 0.31 6 Determine the Weighted Runoff Coefficient(C) 0.75 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.75 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 user calculate min 10 Min. I Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients"I 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 0.59 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) 79b ft Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vn 497 ft' Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cis Parks,Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin streets Basin Foreba V 80 ft` Asphalt 0.95 Y Concrete 0.95 Primary Treatment/StorageBasin V 716 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 796 ft, Gravel 0.75 Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 0. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE https://wcgid.sharepoint.com/sites/WesternConsultingGroupPLLC/Shared Documents/WCG/Projects/01-22-002 Lennon Pointe Final Design/Design/Calcs/Stormwater Calcs/ACHD_SD_CALCS_Len non Pt_Facility22-28.xlsm 4/10/2023,11:55 AM Version 10.5,November 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology.These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. rge Rate using th r post-developm Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Lennon Pointe Facility 26.3 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 16,790 Acres 0.39 6 Determine the Weighted Runoff Coefficient(C) 0.70 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.70 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 user calculate min 10 Min. I Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients"I 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc #95th F0.6Oin Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(QPeak) Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoffvol(V)(for sizing primary storage) Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vn 583 ft' Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cis Parks,Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin streets Basin Foreba V 93 ft` Asphalt 0.95 Y Concrete 0.95 Primary Treatment/StorageBasin V 839 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 932 ft, Gravel 0.75 Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 0. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE https://wcgid.sharepoint.com/sites/WesternConsultingGroupPLLC/Shared Documents/WCG/Projects/01-22-002 Lennon Pointe Final Design/Design/Calcs/Stormwater Calcs/ACHD_SD_CALCS_Len non Pt_Facility22-28.xlsm 4/10/2023,11:55 AM Version 10.5,November 2018 ACHD Calculation Sheet for Sizing Bioswales & Borrow Ditches NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. User input in yellow cells. 1 Project Name Lennon Pointe-Facility 26 2 Enter number of Bioswales/Borrow Ditches(25 max) 3 Design Storm 100 Weighted Runoff Coefficient C 0.66 Link to: Q,v3 4 Area A(Acres) 0.82 acres Q,va [Q,vs Approved discharge rate for the given storm(if applicable) 0.00 cfs Q,v6 5 Design Vol With 0%Sed for Swales V 1,884 ft3 QN7 6 Length of Swale 88 ft 7 Infiltration Window?(Note:infiltration required if Longitudinal Slope<10%) Design Infiltration Rate 0.25 in/hr 8 Infiltration Window Width 23.00 ft 9 Set Swale Bottom Width b 3.00 ft 10 Set Swale Top Width 23.00 ft 11 Set Swale Depth y 2.75 ft 12 Swale Side Slopes H:1 Sxs 3.00 13 Calculate cross-sectional area Axs 30.94 ftz Axs=Y zz+by 14 Total Swale Capacity Without Driveways 2,723 2484.00 ft' 15 Does it Have Capacity? OK 16 Time to Drain 44.7 hr 90%volume in 48-hours minimum OK Check Swale With Driveways 17 Avg.Driveway Fill Slope in Swale (H/V) 0.00 ft/ft 18 Enter Total Number of Driveways 0 ea 0.0 ft3 Deduct driveway slope 19 Enter Total Length of all Driveways 0 ft 0.0 ft3 Deduct driveway length 20 Lost Swale Length From Trees,etc. 0 ft 0.0 ft3 Deduct other 21 Adjusted Length of Infiltration Area 88.0 ft 22 Excess Capacity=Storage-Deductions-Runoff Volume 599.6 ft3 23 Is Capacity Good? YES 24 Time to Drain 1,142.0 hr 90%volume in 48-hours minimum OK https://wcgid.sharepoint.com/sites/WesternConsuItingGroupPLLC/Shared Documents/WCG/Projects/01-22-002 Lennon Pointe Final Des ign/Design/Calcs/Stormwater Calcs/ACHD_SD_CALCS_LennonPt_Facility23-30.xlsm 4/6/2023,5:42 PM Version 10.0,May 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Lennon Pointe Facility 27 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 3,400 Acres 0.08 6 Determine the Weighted Runoff Coefficient(C) 0.75 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.75 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User calculate min 10 Min. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients N 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in/hr Business Downtown areas 0.70-0.95 y Calculate the Post-Development peak discharge(QPeak) Qpe.k 0.15 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 202 ft Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 126 ft' Heavy areas 0.90 Parks,Cemeteries 0.10-0.25 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 20 ft' Concrete 0.95 Primary Treatment/StorageBasin V 182 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 202 ft' Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 0. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE C:\Users\CarolineStanley\Desktop\ACHD_SD_CALCS_Len non Pt_Facility23-30.xlsm 4/4/2023,9:23 AM Version 10.5,November 2018 ACHD Calculation Sheet for Permeable Interlocking Concrete Pavers (PICP) NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. User input in yellow cells. 1 Project Name Lennon Pointe Facility 27 Runoff Calculations 1 Design Storm 100 Link to: QV 2 Weighted Runoff Coefficient C 0.75 QV2 QV3 3 Area A(Acres) 0.08 acres Q,V4 0.00 cfs Q,VS 4 Approved Discharge Rate(if applicable) Q,v6� 5 Design Volume V 202 ft3 QV7 QV8 Paver&Aggregate Details 6 Enter Total Paver Area Length L 40.00 ft 7 Enter Total Paver Area Width W 12.00 ft 8 Total Paver Area A 480 ft2 9 Paver Joint Opening Area per Manf.Spec 0.10 Assume 0.10 10 Depth of Storage Stone 1.25 ft 11 Void Factor of Storage Stone(0.4 Max) 0.40 12 Available Storage in Paver Aggregate VAvaii 240 ft3 13 Does Aggregate Have Storage Capacity?Vavail V YES Infiltration 14 Subgrade Infiltration Rate From Soils Report 0.48 in/hr 15 Time to Infiltrate -hrs Aggregate in/hr 16 Joint Aggregate Infiltration Rate:#8 Stone 500 in/hr #8 Stone 500.00 Peak Discharge 17 Time of Concentration Tc 10 min 18 Peak Q Qstorm 0.15 cfs 19 Capacity of Paver Joints QPeak_Pavers 0.56 cfs 20 C:\Users\CarolineStanley\Desktop\ACHD_SD_CALCS_Len non Pt_Facility23-30.xlsm 4/4/2023,9:23 AM Version 10.0,May 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Lennon Pointe Facility 28 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 27,750 Acres 0.64 6 Determine the Weighted Runoff Coefficient(C) 0.70 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.70 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 Min. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients N 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in/hr Business Downtown areas 0.70-0.95 y Calculate the Post-Development peak discharge(QPeak) Qpe.k 1.15 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,541 ft Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 963 ft' Heavy areas 0.90 Parks,Cemeteries 0.10-0.25 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 154 ft' Concrete 0.95 Primary Treatment/StorageBasin V 1,387 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 1,541 ft' Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 0. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE C:\Users\CarolineStanley\Desktop\ACHD_SD_CALCS_Len non Pt_Facility23-30.xlsm 4/4/2023,9:23 AM Version 10.5,November 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Lennon Pointe Facility 28Inlet W,100 year 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 8,490 Acres 0.19 6 Determine the Weighted Runoff Coefficient(C) 0.70 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.70 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 Min. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients N 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in/hr Business Downtown areas 0.70-0.95 y Calculate the Post-Development peak discharge(QPeak) Qpe.k 0.35 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 472 ft Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 295 ft' Heavy areas 0.90 Parks,Cemeteries 0.10-0.25 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 47 ft' Concrete 0.95 Primary Treatment/StorageBasin V 424 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 472 ft' Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 0. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE C:\Users\CarolineStanley\Desktop\ACHD_SD_CALCS_Len non Pt_Facility23-30.xlsm 4/4/2023,11:45 AM Version 10.5,November 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Lennon Pointe Facility 28Inlet W,25 year 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 8,490 Acres 0.19 6 Determine the Weighted Runoff Coefficient(C) 0.70 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.70 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 Min. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients N 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 in/hr Business Downtown areas 0.70-0.95 y Calculate the Post-Development peak discharge(QPeak) Qpe.k 0.25 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 339 ft Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 295 ft' Heavy areas 0.90 Parks,Cemeteries 0.10-0.25 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 34 ft' Concrete 0.95 Primary Treatment/StorageBasin V 305 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 339 ft' Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 0. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE C:\Users\CarolineStanley\Desktop\ACHD_SD_CALCS_Len non Pt_Facility23-30.xlsm 4/4/2023,11:45 AM Version 10.5,November 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Lennon Pointe Facility 28 Inlet E,100 year 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 19,260 Acres 0.44 6 Determine the Weighted Runoff Coefficient(C) 0.70 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.70 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 Min. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients N 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in/hr Business Downtown areas 0.70-0.95 y Calculate the Post-Development peak discharge(QPeak) Qpe.k 0.80 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,070 ft Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 669 ft' Heavy areas 0.90 Parks,Cemeteries 0.10-0.25 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 107 ft' Concrete 0.95 Primary Treatment/StorageBasin V 963 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 1,070 ft' Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 0. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE C:\Users\CarolineStanley\Desktop\ACHD_SD_CALCS_Len non Pt_Facility23-30.xlsm 4/4/2023,11:45 AM Version 10.5,November 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. arge Rate�ational M�!Slated for Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Lennon Pointe Facility 28 Inlet E,25 year 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 19,260 Acres 0.44 6 Determine the Weighted Runoff Coefficient(C) 0.70 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.70 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 Min. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients N 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 in/hr Business Downtown areas 0.70-0.95 y Calculate the Post-Development peak discharge(QPeak) Qpe.k 0.57 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 769 ft Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 669 ft' Heavy areas 0.90 Parks,Cemeteries 0.10-0.25 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 77 ft' Concrete 0.95 Primary Treatment/StorageBasin V 692 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 769 ft' Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 0. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE C:\Users\CarolineStanley\Desktop\ACHD_SD_CALCS_Len non Pt_Facility23-30.xlsm 4/4/2023,11:45 AM Version 10.5,November 2018 ACHD Calculation Sheet for Sizing Seepage Bed With Optional Chambers NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Note this spreadsheet pulls information from the"Peak Q,V"tab Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Lennon Pointe Facility 28 2 Enter number of Seepage Beds(25 max) 3 3 Design Storm 100 4 Weighted Runoff Coefficient 0.70 Link to: 0V5 Qv6� 5 Area A(Acres) 0.64 acres [qv7 6 Approved discharge rate(if applicable) 0.00 cfs QVa Q V9 7 Is Seepage Bed in Common Lot? Yes V 1,541 ft3 0%Sediment 8 Set Total Design Width of All Drain Rock W 9.0 ft 9 Set Total Design Depth of All Drain Rock D 4.5 ft Rock Only,Do Not Include Filter Sand Depth or Cover 10 Void Ratio of Drain Rock Voids 0.4 0.4 for 1.5"-2"drain rock and 3/4"Chips 11 Design Infiltration Rate(8 in/hr max) Perc 0.65 in/hr 12 Size of WQ Perf Pipe(Perf 180°) Dia pipe 18 in 13 Size of Overflow Perf Pipe(Perfs 3600),READ if Q100>3.3 cfs in 14 Calculate Total Storage per Foot Spf 16.9 ft3/ft 15 Calculate Design Length L 91 62 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 62 ft 17 Variable Infiltration Window W SWW 9.0 ft 18 Time to Drain 45.9 hours 90%volume in 48-hours minimum 19 Length of WQ&Overflow Perf Pipes 62 ft 20 Perf Pipe Checks.Qperf>=Qpeak; where Qperf-CdxAxV(2xgxH) Optional Storage Chambers Note:This assumes chambers are organized in a rectangular layout. 1-StormTech, 1 Type of Chambers SC740 2 Volume to Store V 496 ft3 3 Installed Chamber Width Cw 4.25 ft Installed Chamber Depth Cd 2.50 ft Installed Chamber Height Ch 7.12 ft 4 Chamber Void Factor 5 Chamber Storage Volume,Without Rock,Per Manuf 45.90 ft3/Unit 6 Chamber Storage Volume,With Rock,Per Manuf 74.90 ft3/Unit 7 Total Number of Units Required 7 7 ea 8 Area of Infiltration Aperc 275 ftZ 9 Volume Infiltration Vperc 15 ft3/hr 10 Time to Drain 29.9 hours 90%volume in 48-hours minimum https://wcgid.sharepoint.com/sites/WesternConsultingGroupPLLC/Shared Documents/WCG/Projects/01-22-002 Lennon Pointe Final Design/Design/Calcs/Stormwater Calcs/ACHD_SD_CALCS_LennonPt_Facility23-30.xlsm 4/9/2023,9:42 AM Version 10.0,May 2018 ACHD Calculation Sheet for Sand/Grease Traps NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. User input in yellow cells. 1 Project Name Lennon Pointe Facility 28 2 Enter number of Sand/Grease Traps(25 max) 1 Number Peak Baffle Throat Velocity Is the Vault Size of S/G Flow Q. Spacing width Area(ft) 0.5 fps Velocity Traps cfs (inch) (inch) max. ok? 1000 G 1 1.15 11 48 3.67 0.31 Reference for Throat widths(inch) ADS Boise Lar-ken WQU, Vault BMP 16 1000 G 48.0 50.5 n/a 1500 G 60.0 61.5 n/a WQU1000 n/a n/a 60 WQU1500 n/a n/a 60 https://wcgid.sharepoint.com/sites/WesternConsultingGroupPLLC/Shared Documents/WCG/Projects/01-22-002 Lennon Pointe Final Design/Design/Calcs/Stormwater Calcs/ACHD_SD_CALCS_Len non Pt_Facility23-30.xlsm 4/9/2023,9:38 AM Version 10.0, May 2018 Hydraulic Analysis Report Project Data Project Title: Lennon Pointe Subdivision Designer: CSN Project Date: Monday,April 10, 2023 Project Units: U.S. Customary Units Notes: Lennon Pointe Stormwater Pipe Sizing based on Manning's equation using FHWA Hydraulic Tool Box software (Version 5.1.4.0,August 9, 2021) Channel Analysis: Private Facility 1 Notes: 8"ADS dual wall HDPE pipe at 6.55%slope Input Parameters Channel Type: Circular Pipe Diameter 0.67 ft Longitudinal Slope: 0.0655 ft/ft Manning's n: 0.0120 Flow 0.7300 cfs Result Parameters Depth 0.2110 ft Area of Flow 0.0951 ft^2 Wetted Perimeter 0.7983 ft Hydraulic Radius 0.1192 ft Average Velocity 7.6739 ft/s Top Width 0.6224 ft Froude Number: 3.4591 Critical Depth 0.4030 ft Critical Velocity 3.2948 ft/s Critical Slope: 0.0067 ft/ft Critical Top Width 0.66 ft Calculated Max Shear Stress 0.8623 lb/ft^2 Calculated Avg Shear Stress 0.4870 lb/ft^2 Channel Analysis: Private Facility 2 Notes: 8"C900 PCV pipe at 3.09%slope Input Parameters Channel Type: Circular Pipe Diameter 0.67 ft Longitudinal Slope: 0.0309 ft/ft Manning's n: 0.0120 Flow 1.6700 cfs Result Parameters Depth 0.4194 ft Area of Flow 0.2322 ft^2 Wetted Perimeter 1.2231 ft Hydraulic Radius 0.1899 ft Average Velocity 7.1912 ft/s Top Width 0.6484 ft Froude Number: 2.1175 Critical Depth 0.5961 ft Critical Velocity 5.0398 ft/s Critical Slope: 0.0141 ft/ft Critical Top Width 0.42 ft Calculated Max Shear Stress 0.8087 lb/ft^2 Calculated Avg Shear Stress 0.3661 lb/ft^2 Channel Analysis: Private Facility 6 Inlet 1 Notes: West drop inlet, 8" C900 PVC pipe at 0.4%slope,calculations based on entire flow discharge Input Parameters Channel Type: Circular Pipe Diameter 0.67 ft Longitudinal Slope: 0.0040 ft/ft Manning's n: 0.0120 Flow 0.3200 cfs Result Parameters Depth 0.2869 ft Area of Flow 0.1442 ft^2 Wetted Perimeter 0.9560 ft Hydraulic Radius 0.1508 ft Average Velocity 2.2193 ft/s Top Width 0.6631 ft Froude Number: 0.8387 Critical Depth 0.2617 ft Critical Velocity 2.5083 ft/s Critical Slope: 0.0056 ft/ft Critical Top Width 0.65 ft Calculated Max Shear Stress 0.0716 lb/ft^2 Calculated Avg Shear Stress 0.0376 lb/ft^2 Channel Analysis: Private Facility 6 Inlet 2 Notes: East drop inlet, 8" C900 PVC pipe at 0.4%slope,calculations based on entire flow discharge Input Parameters Channel Type: Circular Pipe Diameter 0.67 ft Longitudinal Slope: 0.0040 ft/ft Manning's n: 0.0120 Flow 0.3200 cfs Result Parameters Depth 0.2869 ft Area of Flow 0.1442 ft^2 Wetted Perimeter 0.9560 ft Hydraulic Radius 0.1508 ft Average Velocity 2.2193 ft/s Top Width 0.6631 ft Froude Number: 0.8387 Critical Depth 0.2617 ft Critical Velocity 2.5083 ft/s Critical Slope: 0.0056 ft/ft Critical Top Width 0.65 ft Calculated Max Shear Stress 0.0716 lb/ft^2 Calculated Avg Shear Stress 0.0376 lb/ft^2 Channel Analysis: Private Facility 9 Notes: Drop inlet, 8" C900 PVC pipe at 0.4%slope, calculations based on entire flow discharge Input Parameters Channel Type: Circular Pipe Diameter 0.67 ft Longitudinal Slope: 0.0040 ft/ft Manning's n: 0.0120 Flow 0.4100 cfs Result Parameters Depth 0.3305 ft Area of Flow 0.1733 ft^2 Wetted Perimeter 1.0434 ft Hydraulic Radius 0.1661 ft Average Velocity 2.3663 ft/s Top Width 0.6699 ft Froude Number: 0.8200 Critical Depth 0.2980 ft Critical Velocity 2.7051 ft/s Critical Slope: 0.0057 ft/ft Critical Top Width 0.67 ft Calculated Max Shear Stress 0.0825 lb/ft^2 Calculated Avg Shear Stress 0.0414 lb/ft^2 Channel Analysis: PUBLIC Facility 11, Pipe 1 Notes: 12" HDPP pipe from West inlet at 0.4%slope,west inlet drainage area Input Parameters Channel Type: Circular Pipe Diameter 1.00 ft Longitudinal Slope: 0.0040 ft/ft Manning's n: 0.0120 Flow 0.3000 cfs Result Parameters Depth 0.2367 ft Area of Flow 0.1422 ft^2 Wetted Perimeter 1.0163 ft Hydraulic Radius 0.1399 ft Average Velocity 2.1103 ft/s Top Width 0.8502 ft Froude Number: 0.9094 Critical Depth 0.2256 ft Critical Velocity 2.2597 ft/s Critical Slope: 0.0048 ft/ft Critical Top Width 0.84 ft Calculated Max Shear Stress 0.0591 lb/ft^2 Calculated Avg Shear Stress 0.0349 lb/ft^2 Channel Analysis: PUBLIC Facility 11, Pipe 2 Notes: 12" HDPP pipe between east inlet and concrete manhole at 0.4%slope,total basin drainage area Input Parameters Channel Type: Circular Pipe Diameter 1.00 ft Longitudinal Slope: 0.0040 ft/ft Manning's n: 0.0120 Flow 0.9400 cfs Result Parameters Depth 0.4306 ft Area of Flow 0.3235 ft^2 Wetted Perimeter 1.4315 ft Hydraulic Radius 0.2260 ft Average Velocity 2.9057 ft/s Top Width 0.9903 ft Froude Number: 0.8959 Critical Depth 0.4067 ft Critical Velocity 3.1335 ft/s Critical Slope: 0.0049 ft/ft Critical Top Width 0.98 ft Calculated Max Shear Stress 0.1075 lb/ft^2 Calculated Avg Shear Stress 0.0564 lb/ft^2 Channel Analysis: PUBLIC Facility 11, Pipe 3 Notes: 18" HDPP pipe between sediment manhole and sediment manhole at 2.2% slope, total basin drainage area Input Parameters Channel Type: Circular Pipe Diameter 1.50 ft Longitudinal Slope: 0.0220 ft/ft Manning's n: 0.0120 Flow 0.9400 cfs Result Parameters Depth 0.2403 ft Area of Flow 0.1829 ft^2 Wetted Perimeter 1.2355 ft Hydraulic Radius 0.1480 ft Average Velocity 5.1398 ft/s Top Width 1.1005 ft Froude Number: 2.2219 Critical Depth 0.3611 ft Critical Velocity 2.8701 ft/s Critical Slope: 0.0042 ft/ft Critical Top Width 1.28 ft Calculated Max Shear Stress 0.3299 lb/ft^2 Calculated Avg Shear Stress 0.2032 lb/ft^2 Channel Analysis: PUBLIC Facility 22, Pipe 1 Notes: 12" HDPP pipe between east and west inlets at 0.4%slope,east inlet drainage area Input Parameters Channel Type: Circular Pipe Diameter 1.00 ft Longitudinal Slope: 0.0040 ft/ft Manning's n: 0.0120 Flow 0.2500 cfs Result Parameters Depth 0.2161 ft Area of Flow 0.1249 ft^2 Wetted Perimeter 0.9670 ft Hydraulic Radius 0.1292 ft Average Velocity 2.0013 ft/s Top Width 0.8232 ft Froude Number: 0.9054 Critical Depth 0.2053 ft Critical Velocity 2.1533 ft/s Critical Slope: 0.0049 ft/ft Critical Top Width 0.81 ft Calculated Max Shear Stress 0.0539 lb/ft^2 Calculated Avg Shear Stress 0.0322 lb/ft^2 Channel Analysis: PUBLIC Facility 22, Pipe 2 Notes: 12" HDPP pipe between east inlet and sediment manhole at 0.4%slope,total basin drainage area Input Parameters Channel Type: Circular Pipe Diameter 1.00 ft Longitudinal Slope: 0.0040 ft/ft Manning's n: 0.0120 Flow 0.9600 cfs Result Parameters Depth 0.4357 ft Area of Flow 0.3285 ft^2 Wetted Perimeter 1.4418 ft Hydraulic Radius 0.2279 ft Average Velocity 2.9220 ft/s Top Width 0.9917 ft Froude Number: 0.8947 Critical Depth 0.4111 ft Critical Velocity 3.1548 ft/s Critical Slope: 0.0049 ft/ft Critical Top Width 0.98 ft Calculated Max Shear Stress 0.1087 lb/ft^2 Calculated Avg Shear Stress 0.0569 lb/ft^2 Channel Analysis: PUBLIC Facility 22, Pipe 3 Notes: 18" HDPP pipe between sediment manhole and seepage bed at 4.9%slope,total basin drainage area Input Parameters Channel Type: Circular Pipe Diameter 1.50 ft Longitudinal Slope: 0.0490 ft/ft Manning's n: 0.0120 Flow 0.9600 cfs Result Parameters Depth 0.2001 ft Area of Flow 0.1401 ft^2 Wetted Perimeter 1.1215 ft Hydraulic Radius 0.1249 ft Average Velocity 6.8511 ft/s Top Width 1.0199 ft Froude Number: 3.2573 Critical Depth 0.3651 ft Critical Velocity 2.8856 ft/s Critical Slope: 0.0042 ft/ft Critical Top Width 1.29 ft Calculated Max Shear Stress 0.6117 lb/ft^2 Calculated Avg Shear Stress 0.3820 lb/ft^2 Channel Analysis: Private Facility 26, drainage area 26.1 Notes: 8" HDPP pipe at 0.4%slope,from north inlet Input Parameters Channel Type: Circular Pipe Diameter 0.67 ft Longitudinal Slope: 0.0040 ft/ft Manning's n: 0.0120 Flow 0.5900 cfs Result Parameters Depth 0.414 ft Area of Flow 0.229 ft^2 Wetted Perimeter 1.213 ft Hydraulic Radius 0.189 ft Average Velocity 2.577 ft/s Top Width 0.651 ft Froude Number: 0.766 Critical Depth 0.361 ft Critical Velocity 3.051 ft/s Critical Slope: 0.0062 ft/ft Critical Top Width 0.668 ft Calculated Max Shear Stress 0.103 lb/ft^2 Calculated Avg Shear Stress 0.047 lb/ft^2 Channel Analysis: Facility 26.3, Pipe 1 Notes: 8"C900 pipe at 4.15% slope,between trench drain and sediment manhole Input Parameters Channel Type: Circular Pipe Diameter 0.67 ft Longitudinal Slope: 0.0415 ft/ft Manning's n: 0.0120 Flow 0.7000 cfs Result Parameters Depth 0.2326 ft Area of Flow 0.1088 ft^2 Wetted Perimeter 0.8444 ft Hydraulic Radius 0.1288 ft Average Velocity 6.4347 ft/s Top Width 0.6380 ft Froude Number: 2.7461 Critical Depth 0.3942 ft Critical Velocity 3.2445 ft/s Critical Slope: 0.0066 ft/ft Critical Top Width 0.66 ft Calculated Max Shear Stress 0.6025 lb/ft^2 Calculated Avg Shear Stress 0.3336 lb/ft^2 Channel Analysis: Facility 26.3, Pipe 2 Notes: 8"C900 pipe at 1.17% slope,between sediment manhole and stormwater basin Input Parameters Channel Type: Circular Pipe Diameter 0.67 ft Longitudinal Slope: 0.0117 ft/ft Manning's n: 0.0120 Flow 0.7000 cfs Result Parameters Depth 0.3302 ft Area of Flow 0.1731 ft^2 Wetted Perimeter 1.0428 ft Hydraulic Radius 0.1660 ft Average Velocity 4.0448 ft/s Top Width 0.6699 ft Froude Number: 1.4025 Critical Depth 0.3942 ft Critical Velocity 3.2445 ft/s Critical Slope: 0.0066 ft/ft Critical Top Width 0.66 ft Calculated Max Shear Stress 0.2411 lb/ft^2 Calculated Avg Shear Stress 0.1212 lb/ft^2 Channel Analysis: PUBLIC Facility 28, Pipe 1 Notes: 12"HDPP pipe between east and west inlet at 0.4%slope, east inlet drainage area Input Parameters Channel Type: Circular Pipe Diameter 1.00 ft Longitudinal Slope: 0.0040 ft/ft Manning's n: 0.0120 Flow 0.8000 cfs Result Parameters Depth 0.3940 ft Area of Flow 0.2875 ft^2 Wetted Perimeter 1.3571 ft Hydraulic Radius 0.2118 ft Average Velocity 2.7830 ft/s Top Width 0.9773 ft Froude Number: 0.9043 Critical Depth 0.3740 ft Critical Velocity 2.9843 ft/s Critical Slope: 0.0048 ft/ft Critical Top Width 0.97 ft Calculated Max Shear Stress 0.0983 lb/ft^2 Calculated Avg Shear Stress 0.0529 lb/ft^2 Channel Analysis: PUBLIC Facility 28, Pipe 2 Notes: 12" HDPP pipe between west inlet and s&g trap at 0.4%slope, entire basin drainage area Input Parameters Channel Type: Circular Pipe Diameter 1.00 ft Longitudinal Slope: 0.0040 ft/ft Manning's n: 0.0120 Flow 1.1500 cfs Result Parameters Depth 0.4829 ft Area of Flow 0.3756 ft^2 Wetted Perimeter 1.5366 ft Hydraulic Radius 0.2444 ft Average Velocity 3.0617 ft/s Top Width 0.9994 ft Froude Number: 0.8801 Critical Depth 0.4517 ft Critical Velocity 3.3388 ft/s Critical Slope: 0.0051 ft/ft Critical Top Width 1.00 ft Calculated Max Shear Stress 0.1205 lb/ft^2 Calculated Avg Shear Stress 0.0610 lb/ft^2 Channel Analysis: PUBLIC Facility 28, Pipe 3 Notes: 18" HDPP pipe between s&g trap and seepage bed at 5.0%slope,total basin drainage area Input Parameters Channel Type: Circular Pipe Diameter 1.50 ft Longitudinal Slope: 0.0500 ft/ft Manning's n: 0.0120 Flow 1.1500 cfs Result Parameters Depth 0.2172 ft Area of Flow 0.1579 ft^2 Wetted Perimeter 1.1711 ft Hydraulic Radius 0.1349 ft Average Velocity 7.2820 ft/s Top Width 1.0557 ft Froude Number: 3.3179 Critical Depth 0.4006 ft Critical Velocity 3.0331 ft/s Critical Slope: 0.0042 ft/ft Critical Top Width 1.33 ft Calculated Max Shear Stress 0.6777 lb/ft^2 Calculated Avg Shear Stress 0.4207 lb/ft^2 Lennon Pointe Subdivision WESTERN CONSULTING Stormwater Management Report G R O U P Appendix 3 Geotechnical Report & Infiltration Recommendation (under separate cover) Page 12